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1115026
PAGE NO:
1 OF 1
Alpine, an ITW Company
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page I of l Document ID:1 VLC7175Z1405090056
Truss Fabricator: Truss Components of Oregon
Job ldentiftcation: 1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR 0 PROF
Model Code: I RC; 'ct1i E
Truss Criteria: IRC2012/TP1-2007(STD);CUSTOM/TPI-2007(STD);CUSTON/TPI-2002(STD) 44 14659 r
a
Engineering Software: Alpine proprietary truss analysis software. Version 15.01. e
Truss Design Loads: Roof - 42 PSF a 1.15 Duration
Floor - 57 PSF a 1.00 Duration l 1`
Mind - 120 MPH (ASCE 7-10-Closed) 7 10%.,§P.'?
Notes: i
1. Determination as to the suitability of these truss components for the EXP.12-31-15
structure is the responsibility of the building designer/engineer of
record, as defined in ANSI/TPI 1.
2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175
Details: STRBRIBR-
Submitted by CMC 09:00:32 11-05-2015 Reviewer: CMC
SS
# Ref Description Drawing# Date
1 63611--AGE 15309031 11/05/15
2 63612--A 15309032 11/05/15
3 63613--D 15309033 11/05/15
4 63614-41 15309034 11/05/15
5 63615--IG 15309035 11/05/15
6 63616--KG 15309036 11/05/15
7 63617--E 15309037 11/05/15
8 63618--G 15309038 11/05/15
9 63619--H 15309039 11/05/15
10 63620--HGE 15309040 11/05/15
11 63621--CGE 15309041 11/05/15
12 63622--C 15309042 11/05/15
13 63623--JGE 15309043 11/05/15
14 63624--J 15309044 11/05/15
15 63625--I 15309045 11/05/15
16 63626--XGE 15309046 11/05/15
17 63627--F 15309047 11/05/15
18 63628-4 15309048 11/05/15
THIS DWG PREPARED FROM COMPUTER I NPUI(LOADS d DIMENSIONS)SUBMI TTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - AGE)
Top chord 4x2 HF #2 •T2 4x2 HF #1&Bet.: See detail STRBRI BR1014 for bracing and bridging recommendati ons.
Bot chord 4x2 HF #1&Bet. :B2 4x2 HF #2:
Webs 4x2 DF-L Std/Stud Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-12 section 301.5.
Deflection meets L/480 Ilve and L/360 total load. Creep increase
factor for dead load is 1.50. Truss must be installed as shown with top chord up.
Sheathing is required for any longitudinal(drag) forces. Al I Fasten rated sheathing to one face of this frame,
connections to be designed by the building designer.
W=3X5= 12
T J - J - - - L J 'i= L L - - - - - L L L TI
1 A 0 - - - - - - - 1-6-0
/// //�//����/�////�/����////� ,//'���������//��/�/��/7/��//����//���/���������/, +9-0-0 I
1.5X3111 1.5X3111 1.5X3111 1.5X3111 1.5X3111 1.5X3111 1.5X3111 1.5X3111 1.5X31111.5X3111
B2 1,5X3111
1.5X3 III 1.5X3 III 1.5X3 III 1.5X3 III 1.5X3 III 1.5X3 III W=3X5= 1.5X3 III 1.5X3 III 1.5X3 III
0"12 1.5X3 III
i— 28-2-8 0"12
7
I< 28-4-0 Over Continuous Support
R=114 PLF W=28-4-0
Note: Al I Plates Are 2X4 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01. i4R0t• TY:1 OR/-/1/-/-/R/- Scale =.25•'/Ft.
Truss Com oa,ts of ou 503 357-!118 ••WARNI NGI••PEW Mm Fdon ALL mMrS a,mIs OR/All MGI
po ••IMNRTAIa•• RAwla TIN IMAM To ALL CONTRACTORS IRNMI NO THE IM MULL.. TC LL 40.0 PSF
825N4ih AvF Comd o1�v7313 y F11S, REF R7175— 63611
r at<<2 „g„„ 901f/' 14859 9 on, Instal!ere shel I provi de temporary brae.,per 8.1. Unl•••net..otnersi s*. r TC DL 10.0 PSF DATE 11/05/15
to perform,these r I BC DL 7.0 PSF CAUSR7175 15309031
A�Ioofl 87 er :app DRW
L�O N BC LL 0.0 PSF CA—ENG CWC/CWC
ANITWCOMR&NY �.,,,I e<on .re.,., f trusses.tr. �n...r.reee<...tn"�,.I�..,..r r.r eerInA.,.°YYIn' 9 �Ec.7,19'9 Q�{Y TOT.LD. 57.0 PSF SEQN— 350873
A wellw MI•.rR.IM•r::::::::=7
eY•r NH Ilt 7[RI•ArwO.IMlwwe t[larr.N RreM1.r4.1 AMInwrIM
rwywel Nl,ltY e•Iso.Ter[lle AwIRn,ower TM eel ttel n.A eM w•ei tel,ere.IM ror wY.[rveture I•[M
835I Rowan Circle
,w.l.11l[Y. [A.rl,.I oat.M..IMwr per ANSInn,,w.:. Spry,CXpQ DUR.FAC. 1.00 FROM BB
Sar.Mmenb,CA 95828 •�oh'•. SPACING 24.0•' JREF- 1VLC7175Z14
ALPINE: w. R..w ..ere.NT<. w...n<Inee,.rY.coo: la.w,.,«,.r.. , EXP.12-31-15
A• -L f
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - A)
Top chord 4x2 HF #1&Bet. :T2 4x2 HF #2: + 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 HF #2 :B2 4x2 HF #1&Bet.: bridging recommendations.
Webs 4x2 DF-L Std/Stud
Negative reaction(s) of -230# MAX. (See below) from a non-wind load
Max JT VERT DEFL: LL: 0.34" DL: 0.37". See detail DEFLCAMB1014 for case requi res uplift connecti on.
camber recommendati ons.
Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve
Deflection meets L/480 live and L/360 total load. Creep increase load applied per I RC-12 section 301.5.
factor for dead load is 1.50.
Truss must be installed as shown with top chord up.
5-3-0 2"-1I 13-0-0 24.5"
7-10-8 {
130" Typ. 1
3X5= 3X5= 4X12 3X5= W=3X5 3X5 T2 3X10=
1-6-0 / - '1'- / `L �+ L 1-6-0
B2
9-0-0
3X5= 3X5= 4X12= W=3X5= 4X12= 3X5= 3X10= 3X7--
Lc
X7-Lc 7-10-8 20-5-8 7,1
I
0 122-6-12....L. 3 2-6-12 2-7-8 2-6-12�2-6-12 2 6 12 2-6-12 2-2-0 2-7-8 yy 2 6 12�2-6-12
5-2-4 413 2-7-8 -I 5-1-8 5-1-8 -12-20 I 2-7-8 T 5-2-4
1
1< 28-4-0 Over 3 Supports
R=336/-230 R=2141 W=5.5" R=1008 W=1.5"(++)
Note: All Plates Are 2X4 Except As Shown.
Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01. _.1p TY:3 OR/-/1/-/-/R/- Scale =.25"/Ft.
Truss Com R®ls of Ore n 503 357-2l lO ••mARNI N61"... A1D FOIrOe ALL mg1Es aN mI s uetrMSI
po ••1mVRmlf1•• rmm�al nlls=as m w.t mllrv.elans IIMLWIMg,�Il6rA11Exf. TC LL 40.0 PSF
825N 4d1 Ave,Comdlu�s 0>�v7�13raci ng.Refer to and fol low �ea`� f• " 4., g,. REF R7175- 63612
the I atest edi ti on of SCSI,1,°Trusses regui re extreme care I n fabri eating.handl I rig.shl pal ng. I nstal I I^ A,f ' 14658 9 TC DL 10.0 PSF DATE 11/05/15
.a es eel ons B7 or as b/•.r.:"p� abovei ates to sweh face of truss end posi ti on es shown and.n
1 1
BC DL 7.0 PSF DRW CAUSR7175 15309032
Ai L,J�O N C from this ,_ , BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY a o. br«7"g.rxt:,aa,`ruo.In•con rer.e.c..l cnhANSI irvi I.orpr.'handl Ing. pp g.�n V
An.we.n .e...�l,p.r..... II no tl,l.• for
any
9 `FC,7,00 Q#`4' TOT.LD. 57.0 PSF SEAN- 350871
s,1 no.Indigos,*asw,tsnes Of profess!ono.0.010. OP
BSI Roving Circle .soil..)l t, the Per
M�ael.Mr pe:.The ;° `:.."°...•r t.l..r. M r.n.,.,,mow..I..,,. S''4NW GO OUR.FAC. 1.00 FROM BB
Somata.,CA 95B28 e" SPACING 24.0" JREF- 1VLC7175Z14
ALPINE:www.al pi nal t..non.TIN:*Iwo.till...g:WTCA,ewe..bnlad.,tr>.n.,. ICC:elm.Isteal,org EXP.12-31-15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TEED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - D)
Top chord 4x2 DF-L #1&Bet. + 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 DF-L #1&Bet. bridging recommendations.
Webs 4x2 DF-L Std/Stud
Max JT VERT DEFL: LL: 0.49" DL: 0.35". See detail DEFLCAMB1014 for
Bottom chord checked for 10.00 psf non-concurrent bottom chord I I ve camber recommendati ons.
load applied per IRC-12 section 301.5.
Trusses to be spaced at 16.0" OC maximum.
Deflection meets L/480 live and L/360 total load. Creep increase
factor for dead load is 1.50. Truss must be installed as shown with top chord up.
13.5"
13-0-0
I- 'I_ 10-4-8
30" TYP. -,
I W=3X5=
3X10= 3X5= 3X3= 3X5= 3X10=
1-6-0 / / 1'
4X5= 3X10= 3X5= 3X5= 3X10= 4X5=
W=H0308
2-6-12 _I, 2-6-12 .` 2-6-12 2-6-12 2-7-8 3-Q� 2-6-12 ...±... 2-6-12 2-6-12 __L, 2-6-12 0 1z
5-2-4 5-1-8 -r 2-7-8 -1-3-0r 5-1-8 5-2-4
24-6-0 Over 2 Supports
R=931 W=5.5" R=931 W=5.5"
Note: Al I Plates Are 1.5X3 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=10%(0%)/4(0) 15.01.01.0 . QTY:8 OR/-/1/-/-/R/- Scale =.3125"/Ft.
Truss Componzntsof n (503)357-!118 ••IMVRAMf*• M1iw1 THIS LAND
FOLLOW
ALL NOTES
ON s IMCMmIIINGITIE awruua. f4� �uFF TC LL 40.0 PSF REF R7175- 63613
825 N 4th AvF Comd�iuos OR 97113 y't�Q No
�� tea!' 14858 4. TC DL 10.0 PSF DATE 11/05/15
-perform,ng these functi ans. I ow..I era•hal I provi d•temporary bracl ng per SCSI. Unl m.1 noted otherwl•e..r. BC DL top chord shal I have properi y attached structural sheath!rtg and bottom chord the!!have a properl y atteched
7.0 PSF DRW CAUSR7175 15309033
ALPINE ,."•,,,". ,r•se. Refer to drawl .r ,. ., ons.wn .f ' BC LL 0.0 PSF CA-ENG CWC/CWC
ANITWCOMRONY °:[." .. r. "goi on or r"te1,,;;ul tell"`•"°,°I"'°""•�'""°:"""""�I:"1 I.„°�°�'".""��",.�'"'P1ng,
ati" •>--r s v TOT.LD. 57.0 PSF SEQN- 350888
•.°w." n:7°r a.,o.r="z.m.er.a.z.Imin::::..n.:..r�°.f�r.. e"a.�i rrl 'F 8
8351 Rama circle ^••^'•'°" r •^•a�'•'M w.l.".r..r nwml s«,z. ♦ y� Q DUR.FAC. 1.00 FROM BB
Ssmmenb,CA 95828 ALPINE. ^, ° ,in o".TPI,on see<hia nyt?,°: p_wen,
ec1 a e•,se ICC.,�,_I cc..n. `~�n•�'�A SPACING 16.0" JREF- 1VLC7175Z14
EXP.12 31 15
,
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - D1)
Top chord 4x2 DF-L #1&Bet. + 2x6 conti nuous strongback. See detail STRBRI BR1014 for bracing and
Bot chord 4x2 DF-L #1&Bet. bridging recommendations.
Webs 4x2 DF-L Std/Stud
Max JT VERT DEFL: LL: 0.47" DL: 0.33". See detail DEFLCAMB1014 for
Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve camber recommendati ons.
load applied per IRC-12 section 301.5.
Trusses to be spaced at 16.0" OC maximum.
Deflection meets L/480 live and L/360 total load. Creep increase
factor for dead load is 1.50. Truss must be installed as shown with top chord up.
f 13-0-0 10.5"
I' 'i— 10-4-8 I
30" Typ.
f 3X5=
W=3X5=
3X10= 3XX37= 3X5= 3X10
i / _„ \ / \,/ '-c-- 4-. ;_ 1-T6-
0
3X5=
3X10= 3X5= 3X5= W=H0308=
3X10= 3X5=
o"12 2-6-12 2-6-12 + 2-6-12 _i, 2-6-12 2-7-8 1'' 26-12 2-6-12 2-6-12 2-6-12 °Ij2
5-2-4 I` 5-1-8 I 2-7-8 11' I` - 5-1-8 5-2-4 I
24-3-0 Over 2 Supports
R=921 W=2.5" R=921 W=5.5"
Note: All Plates Are 1.5X3 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=10%(0%)/4(0) 15.01.01.0 QTY:4 OR/-/1/-/-/R/- Scale =.3125"/Ft.
Tmss Componrnts of n 503 357-!118 ••WARNI NDI••NEAP mo roue ALL Nom oN m1s oAAm MGI Qt1'•0 v F TC LL 40.0 PSF
825 N 4BI Av Comdms 0 97 13 ••IlwmwT.• ruwlal'" COMMTO ALL INCLUDING"c I WT... 63614
a 3 `�{�c ��F� REF R7175- 5/15
one.Inat !vd 14659 fiY TC DL 10.0 PSF DATE 11/05/15
/lik\, top chord shal I hav•proper!y attached structural shoat.ng end bottom shard shal I have a proper!y attached
rr" BC DL 7.0 PSF CAUSR7175
oons 117 b;; above o� I I_ 1 DRW 15309034
A1,f�0 N E ,Al pi ne, . .a di vi sl an or I ".. .t r. .r t. , stt.. BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY
drawl
.e:", n s r. sarwIss"truss I.aconfo.nce a to"ANSI"MI t..r°csn�habl ndl I re. °v for any devi s.�� .:.-..'.
A". Beni.a ayr.r e.„ ..a 1:,:t!*ti.e°.a•ri�w�:`n'..oei::�.r. I^ Irm.r. .f• Sq v TOT.LD. 57.0 PSF SEQN- 350890
051 Rove=Circle .....n.�si I > the v„ ..`4:i... per Ax:,,;n;°s:t. .. ... .. . .f..,.tr '"M i 7.1q pQ4� DUR.FAC. 1.00 FROM BB
s�am,eR.CAvsals ALPINE: .l<.. ..,°I ....° .. ,...CA,......, o., t... W.G1� SPACING 16.0" JREF- 1VLC7175Z14
EXP.12 31 15
a _ ,
(1115026--PARR FOREST GROVE -PI an 2885 A floor trusses -- VERFI Y VERIFY, OR - LG) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SU&AI TIED BY TRUSS MFR.
Top chord 2x4 DF-L 2400f-2.0E :T2 2x4 DF-L #1&Bet.: 2 COMPLETE TRUSSES REQUI RED I '
Bot chord 2x6 HF SS :B2 2x4 DF-L #1&Bet.:
Webs 2x4 DF-L Std/Stud Nail Schedule:0.120"x3", mi n. naiIs
:W2, W4, W6, W8, W10, W12 2x4 DF-L #2: Top Chord: 1 Row 012.00" o.c.
Special loads Bot Chord: 1 Row Q 6.00" o.c.
Webs : 1 Row 0 4" o.c.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails
TC- From 70 plf at 0.00 to 70 plf at 24.50 in each row to avoid splitting.
BC- From 14 plf at 0.00 to 14 plf at 24.50
BC- 3726.46 Ib Conc. Load at 6.80 Negative reaction(s) of -2386# MAX. (See below) from a non-wind load
120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located case requi res uplift connecti on.
anywhere in roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wind BC Wi nd I oads and reacti ons based on MWFRS.
DL=4.2 psf.
Max JT VERT DEFL: LL: 0.38" DL: 0.41". See detail DEFLCAMB1014 for
Deflection meets L/360 I i ve and L/240 total load. Creep increase camber recommendati ons. Roofs incorporating this truss requi re
factor for dead load is 1.50. consideration for pondi ng design by Building Desi gner.
The TC of this truss shall be braced with attached spans at 24" OC in Truss must be installed as shown with top chord up.
lieu of structural sheathi ng.
JT PLATE LATERAL CHORD
NOTE: UPLIFT REACTION. Truss designed using vertical No SIZE SHIFT BITE
restraint as shown below (R=-2386 . Engineer of record shall [ 5] W3X7 2.50 L 1.25
design connections and structure to resist uplift reactions. [11] W4X5 S 1.25
Engineer of record must review and approve this design prior to [12] W3X7 2.25 L 1.25
fabrication. [16] W3X7 2.25 R 1.25
[19] W4X5 2.00 L 1.75
[20] W3X10 S 1.75
[23] W3X5 S 3.00
3X10 3X7[5] 1.5X3I11 4X5[11] 3X5= 3X7[16]= 3X10= 3X10[20].---
T2
�� T7
1-s-a
: -_ wa ■i - _ W10 /2"---
,
12 1-6-0
3X5111 3X100, 6X10= H0508= 623X10= 3
3X7[12]
4X5[19]= 3X5[23] III
1< 20-6-8 OJE 3-11-8--sJ
1"12
3-3-8 3-3-8 4-8-2 4-8-2 4-8-2 3-8-12
1', 2 3-3-8 3-3-8 4-8-2 4-8-2 4-8-2 3-7-0 1' 2
IL` 24-6-0 Over 3 Supports
R=2975 W=5.5"
R=5111 W=5.5"
R=-2386 U=2 W=5.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.01.01. ...T2TROFf Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft.
Tnms Componems Cr/T(20137-211g 'MAIM!MOI'•READ PAO FM1LA NOSES ON TRIS MIMI WI REF R7175- 63615
825N 4N Avc,Comehus OB 97113 ••I FURNISH 7111S SMO "'-E INCLUDING n.INSTALLS.. .�cJ TC LL 25.0 PSF
'° 7.4% !1+ 14659 9 r• TC DL 10.0 PSF DATE 11/05/15
II
BC DL 7.0 PSF
O, ^VI ^ . • ^ . °".••wc�> •. •°. °.3•.^. .. O4 °^° °°,m,,, DRW CAUSR7175 15309035
,4
l i ll I v BC LL 0.0 PSF
CA-ENG CWC/CWC
_
. .9« .,«. a I�..IM[�•o.°I..al^.�^ .^�I^«. t .0,7,aVe- Q4." TOT.LD. 42.0 PSF SEAN- 350865
SMI Uov Curie E«,LI� E. No Rol I.I« ., .mm mi; .. «.......... «... . .... .. , snANW.C��' OUR.FAC. 1.15 FROM BB
Swam,CA 95618 .�.LE.�. ^• ° ,. «. ^•. .. ..«•.,.°^°"•...°°•, `.�. °,,.,. s EXP.12-31-15 SPACING 24.0" JREF- 1VLC7175Z14
,
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - KG)
Boot chord 2x4 DF-L 2400f-2.OE chord 2x4 DF-L #1&Bet.
2 COMPLETE TRUSSES REQUIRED
Webs 2x4 DF-L Std/Stud :W2, W8 2x4 DF-L #2: Nail Schedule:O.120"x3", min. nails
Top Chord: 1 Row # 1.50" o.c.
Special loads Bot Chord: 1 Row #12.00" B.C.
(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row # 4" o.c.
TC- From 35 plf at 0.00 to 35 plf at 9.33 Use equal spacing between rows and stagger nails
BC- From 7 plf at 0.00 to 7 plf at 9.33 in each row to avoid splitting.
TC- 1001.66 I b Conc. Load at 0.60, 2.60, 4.60, 6.60
8.60 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
TC- 647.77 Ib Conc. Load at 3.31, 4.98, 6.98 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
DL=4.2 psf.
Wind loads and reactions based on MWFRS.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss must be installed as shown with top chord up. factor for dead load is 1.50.
JT PLATE LATERAL CHORD The TC of this truss shall be braced with attached spans at 24" OC in
No SIZE SHIFT BITE lieu of structural sheathing.
[ 1] W4X5 1.75 L 1.25
[ 4] W4X5 1.75 R 1.25
[13] W4X5 1.75 L 1.25
[14] W4X5 1.75 R 1.25
4X5[1]= 2X4111 4X5[1 4]
,fl 0 0 0 "i l,l
1-6-0 W2-------- ---------_, 8 1-6-0
C \1 4 n I► J �/ �I 9-0-0
C 4X5[4]= 4X5[13]
3X5111
3X5 III r
1"12 5.10
t" 2 2-3-2 ,1,9"2 1, 'I- ="2> 1-7-8 1-8-0IS .d 2-3-22-4-14 t z
i< 9-4-0 Over 2 SupportsDI
R=3617 W=5.5" R=3726
Note: Al I Plates Are 1.5X3 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01.01..,,e,7 1'ORA ATV:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Com na ofOregoo (503)357-!IIB "trARNINal•TMREIS AIM FOLLOW ALL Ao1ES 9N NIS ORAnNci Slieffr TC LL 25.0 PSF REF R7175- 63616
825 N 4�Ave,Comehus OR 97113 ••IIPoRTMTT• AANII s' s MAMMA To ALL CONTRACTORS I NLLDI o TIE INSTALLERS.
12,;:, �;' .'R'' 14859� � IC DL 10.0 PSF DATE 11/05/15
�� -Mr a undlih
Pjrip BC DL 7.0 PSF DRW CAUSR7175 15309036
A L,L�EIN BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY ,<., ."1"2-174".s:" ::::.e ""a� `e"".or "Arvsi rtai t,ar r".nenai y,ana>.i y."" 9 r
e...I OA .r.. .Mu slro .n.I"oi I"N ...::.A M1..Ln.I.°�i At-fl""0� 'p/ FL.7.199 Q� TOT.LD. 42.0 PSF SEAN- 350857
atslRows]C o^^•Al A• one M.Ai.°o»IN..r..:AN6I `,Sec,.` • "" "°TMr `�/Agry,cV OUR.FAC. 1.15 FROM BB
Seoemrnn,CA95B18
EXP.12-31-15 SPACING 24.0" JREF- 1VLC7175Z14
A�>,........,.,.,<......T.I. <.".<. ..Nr�A......,."."<r,..,.. ��.....,....... .
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI ONS)SUBMI TEED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - Ej
Top chord 4x2 HF #1&Bet. + 2x6 conti nuous strongback. See detail STRBRI BR1014 for bracing and
Bot chord 4x2 HF #1&Bet. bridging recommendations.
Webs 4x2 DF-L Std/Stud
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/480 live and L/360 total load. Creep increase load applied per IRC-12 section 301.5.
factor for dead load is 1.50.
Truss must be installed as shown with top chord up.
7-10-8 f6 1- 7-10-8 1
30" Typ.
f
3X3--
2X4 111
X3=2X4111 3X10 2X4111 3X3 2X4111 3X10= 2X4111
II 1 s sir �I i
- , ■
1-6-C
3III
,� , 7' m i�oai 4_9-0-0
X7= 3X10 2X4 III 3X10 `}
2X4 III 3X7=
0"12 a•12
2-6-12 5 2-6-12 a c 7-8
2 7-8 rj"8I 2 7 8 "T 2-6-12, 5_2_4 2-6-12
1 16-3-0 Over 2 Supports
R=926 R=926 W=2.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01. (¢ppppe TY:9 OR/-/1/-/-/R/- Scale =.5"/Ft.
Tnms Com nems of Oregon 503 357-i118 'MAW MGI A•NEM Alm Faun ALL IMES ON TNI s DRAM MGI .t
••Iwartun•• NUM SR MI own NO To ALL aNrx.erae IROLLIN NO TIE INNMLLEla. TC LL 40.0 PSF
gzSNa�°Ave,eA.Debuso 97 13 n ef�'I`°�k REF R7175— 63617
14*
fie uir: !V /• 14659 9 Ir DL 10.0 PSF DATE 11/05/15
to performing tn."functi ans. Instal I era shel I provl de temporary brim,ng per BC51. Uni es*noted otherwi se. I I BC DL 7.0 PSF CAUSR7175
. ,. .,,....,,no. . ...,:"°' .r . r. , .r,..n. .., ..,.e..
.\\..............._top chord shal I have properl y attached structural sheath.ng and bottom chord steal I have a prowl y attached
NELF1� DRW 15309037
A IL�O N lBC LL G CWC/CWC
0.0 PSF CA—EN
AN ITW COMPANY drawl n .n rA s. I d the truss
cA, ,.o,cro.°I ANSI/TM,...°re.harm I nanh1°°i e.�A V
I conformance.I 'E' 00 QtV TOT.LD. 57.0 PSF SEAN— 350884
A N°I m ::::::°r:
°e.II tIM It.- IMndsae a°::::
°p'e°�N,rNeeei°N°In�p°I r;
8351 Rwmacisk
'impanel II q. IMI°na°Dwane,.r.x61,; `a• Y°'•` • r • r•°E•`r J0 W.GV' DUR.FAC. 1.00 FROM BB
Sseem,,CA 95ffi9
um NE www.al pl nal Cm.tom.TPI www..wnat.erg.WrCa war...,n...,.r>.cow. Im. ..n..,....,r° EXP.12-31-15 SPACI NG 24.0" JREF- 1VLC7175Z14
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIV VERIFY, OR - G)
Top chord 4x2 HF #2 + 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 HF #2 bridging recommendations.
Webs 4x2 DF-L Std/Stud
Bottom chord checked for 10.00 psf non-concurrent bottom chord I I ve
Deflection meets L/480 live and L/360 total load. Creep increase load applied per I RC-12 secti on 301.5.
factor for dead load is 1.50.
Truss must be i nstal I ed as shown wi th top chord up.
30•• TYp• -I
3X5=
W=3X5=
2X4 III 3X5= 2X4 III 2X4 III 3X5= 3X5= 2X4 III 3X5= 2X4111
L
1-s-o +
1-6-0
4X5= 3X5= W=3X5= 3X5= 3X5=
3X5= 3X7=
•
L 10-2-0 >•1.c 13-0-0
0..12 2-6-12 2-6-12 2-6-12 ...1_, 2-6-12 2-6-8 2-6-12 I 2-6-12 2-6-12 _I_ 2-6-12 0"12
5-2-4 5-1-8 'I` 2-6-8 I 5-1-8 5-2-4
f< 23-2-0 Over 3 Supports ,{
R=513 W=5.5" R=1572 W=3.5" R=648
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01.0 QTY:3 OR/-/1/-/-/R/- Scale =.3125"/Ft.
Truss Com nears of Oregon 503357-(118 ••WARNINGI••m•Ao IAD FouOWLL NOTES OW TOrxlsmGIO. ���D aE` TC LL 40.0 PSF REF R7175— 63618
po (( ) ••I IFLIrAYr•• AMT.rx s MEM TO ALL aMmecraxs IMCIWIM3 TIE MULLION.
825 N 4111 Ave,Comelms Ori 97113 �'�
iAIia^9 u�r% St• F�' TC DL 10.0 PSF DATE 11/05/15
.,.performi np the..functi ons. Instal I el,•hal I provi o•temporary bre,ng p•r PM14858 9 tructural sheet!,ng and bottom chard'hal I have•proper!y attachedr
BC DL 7.0 PSF DRW CAUSR7175 15309038
A IL�0 N .e . ,.e...e.e. . ..omtop chord•hal I nave proper!y attached pono r e .. ... ..:=.7---rom
be ati on BC LL 0.0 PSF CA—ENG CWC/CWC
AN ITW COMRANY P.;::C .. r...g.°"�us,;`r"„'°"°•� "":"""""�"'"',.":°�°:'"."'�",,�'"^"�"'. •`.--• �v TOT.LD. 57.0 PSF SEQN- 350841
A eeN 9M .IM er Tour"MMI les..this The.el el'Yi IMINNA.empte drum et ANNUM.yM`*sen I. M •7 1 EE
reepensl hu I"o 'fC 9b9
6JSI Rowan Circle ree.en.SI1 r e e wrlemn.°o. r MUT%I see.:.' S). •'10 W.GO
DUR.FAC. 1.00 FROM BB
Swam.,cayssza SPACI NG 24.0" JREF- 1VLC7175Z14
EXP.12 31 15
(1115026--PARR FOREST GROVE -PI an 2885 A floor trusses -- VERFI Y VERIFY, OR - H) THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR.
Top chord 4x2 HF #2 + 2x6 continuous strop back. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 HF #2 bridging recommendations.
Webs 4x2 DF-L Std/Stud
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/480 live and L/360 total load. Creep increase load applied per IRC-12 section 301.5.
factor for dead load is 1.50.
Truss must be installed as shown with top chord up.
I- 7-10-8 18" + 5-3-0
H
r 30" TYp• ,I
1.5X3 Ill
1.5X3111 3X7= 1.5X3111 3X3= 3X7
1.5X3 III
1-6-0 --------------
+9-0-0
3X7= 1.5X3 III
3X5= 3X5= 3X5=
0"12
2-6-12 2-6-12 2-7-8 9"8_ 2-6-12 2-6-12 0"12
5-2-4 2-7-8 I`9"8 I` 5-2-4 -11--
H13-9-8 Over 2 Supports
R=786 W=3.5" R=786 W=3.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(O%)/4(0) 15.01.01.I�, ..'Op QTY:5 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Compon®tyoceOr goo (503)357-!118 ;•r/ARNIMGI••READ FOLLOW ALL NOTES ON NIS mumiw;I �` 6 TC LL 40.0 PSF REF R7175- 63619
825 N 4a,Avc,Comdms OR 97113 "I ' �^""TM�s w m u-�CONTRACTOR N,aoi NO INS INSTALLERS. ,�c��� �,
�theto porn...ng these rune.on, I natal I ars shal I provi de te,orary bracl ng per BCSI. On!aso noted ethergi se. cc
I atest edi tl on of BCSI (Bui I di ng Component Safety I nformatl on.by TPI and WT.)for safety erect!cos pri or 44 /" 14858�q' TC DL 10.0 PSF DATE 11/05/15
LIP
'b„ " 'top chord shal I hero proper!y attached otructural sheathi ng and bottom chord shal I have a proper!y attached
t ,_,0 BC DL 7.0 PSF DRW CAUSR7175 15309039
A hl�0 N "„ BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY
drawl
;.;a:n any
a::;res.r�: the truss I�conformance° atn"PHS/nvi,.".°for'".oni,ny"+^tlpp!ng,
4),4.0.S- qSO 4....-
realm..
TOT.LD. 57.0 PSF SEQN- 350897
t"""t.el l lit;tr:I�f.r=::::::::.:". tt .:Ni di 4:7.'1::.f'x ar'I n0"r.r:"nY.t^ "fi«
8351 Roma cwt r'• of •INII"l"o o«,.—r« ANSI/SRI�s«.:. '"` '• 'l/4Nw GV DUR.FAC. 1.00 FROM BB
so anxvb,CA 95828 For AL°.E...._"°re".t o ,o on o n t.ore,BMA,
«..ielotto ge.d" .. SPACING 24.0" JREF- 1VLC7175Z14
r «..«.�a,.r..�" EXP 1,-41-15
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS 8 DI MENSI ONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -PI an 2885 A floor trusses -- VERFIY VERIFY, OR - HGE)
Top chord 4x2 HF #2 + 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 HF #2 bridging recommendations.
Webs 4x2 DF-L Std/Stud
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/480 live and L/360 total load. Creep Increase load applied per IRC-12 section 301.5.
factor for dead load is 1.50.
Truss must be installed as shown with top chord up.
Sheathing is required for any longitudinal(drag) forces. All
connections to be designed by the building designer. Fasten rated sheathing to one face of this frame.
J L _
1-6-0 i 1-6-0
—
ii — - N
ii _ F--.'
//////' ///2n/////2//1 /// % �j//j i/% / ////////'
// ////////, / /i , /�. //, / . // /// ii i.
13-8-0 '1f2
2
Fc 13-9-8 Over Continuous SupportDil
R=114 PLF W=13-9-8
Note: All Plates Are 1.5X3 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10% 0% /4 0 15.01.01.E
( ) ( ) ..Op QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
•o• FURNISH
H•HIS um HG TO J- ONO TO THIS ADI OGl y4 , F TC LL 40.0 PSF REF R7175- 63620
Truss Com nests of Oregon 8503 357-_118 „I „ �y�nns mAm TO Au aox,nAcnaBs!WADI N0 THE iNsaums. �'
825 N 4�Ave,Comdms O 97 13 --Trusses require extreme �,
I and le,Refer to and fol 1 ow Qv 14859'"? IC DL 10.0 PSF DATE 11/05/15
to p 000000 i ng th•se Functi on, Instal I ar•anal 1 provi de temporary breci ng per BCSI. Unl ass noted otheral se. • r.
top chord shal I have proper!y attached structural sheathi rig and bottom chord shot I have a prop•r1 y attached
BC DL 7.0 PSF DRW CAUSR7175 15309040
e and on 110ATET,
ALPON , ,,i on of i .ng G r, ...tru ,. ...wn .r..,.„ BC LL 0.0 PSF CA-ENG CWC/CWC
drawl AN RW COMPANY Inntni°aN...anybrae!this no..r.,a»w l�.a„e truss I n ��conformance
,.sis..nfor
.�...�..o..,.,,anell I not be responsi bl e for a,der;e:,^ 9 'CO.•7.t90 �," TOT.LD. 57.0 PSF SEAN- 350900
elsl Roma Ode rs•,..., ..:�:'. . '.' :. .Intim.* . .. ...��"�r:�.. /sndNW.GT'
Sacramento, DUR.FAC. 1.00 FROM BB
Sul d.a weirtm�,Soo,.”
SxremeNb,CA 95828 'J ob''. SPACING 24.0" JREF- 1VLC7175Z14
ALPINE....,a Pi mel t..c...TPI.new.tpi.._..ncn.....,nci nd.,.ry.c.., ICC:emu.Icellar,o a EXP 17-91-15
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DI MENSI ONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - CGE)
Top chord 4x2 HF #2 Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Bot chord 4x2 HF #2 load applied per IRC-12 section 301.5.
Webs 4x2 DF-L Std/Stud
Deflection meets L/480 live and L/360 total load. Creep increase
Truss must be installed as shown with top chord up. factor for dead load is 1.50.
Sheathing is requi red for any longitudinal(drag) forces. Al I Fasten rated sheathing to one face of this frame.
connections to be designed by the building designer.
I
—i--
1-6-0
I 1-6-0
1
+9-0-0 1,
// ///// �/////% ///
0"12 0,•12
it 6-6-8 11
G-8-0 Over Continuous Support
R=114 PLF W=6-8-0
Note: All Plates Are 1.5X3 Except As Shown.
Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(O%)/4(0) 15.01.01.0 Q QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
TrussComponnanofOegon (503)357-!118 „IIWDNrt;•NMI FOTO I 1NO �A F1 TC LL 40.0 PSF REF R7175- 63621
825 N 4tL Ave,Comel,us OR 97113 eP
that I•test etil ti on of SCSI Mill dl ng Component Safety I nformati on.by TPI and VITCAt to performi ng these functi ans. Instal I er•.4111 provi de temporary braci ng p•r SCSI.` �Trusses requl re extreme care In/abr.toting,handl I mg..1 ppl no.I natal 1 I ng end bract ng.Refer to and fel low a 14858 TC DL 10.0 PSF DATE 11/05/15
top chord shall have properly attached structural sheathing and bottom chOrd shall have a properly ettathad r B
' o °°" I , C DL 7.0 PSF DRW CAUSR7175 15309041
A IL,PO N for any ffom t"„ BC LL 0.0 PSF CA-ENG CWC/CWC
drawl no.anyAN ITW COMPANY .. ;.a or tr�sses`•"„Components
":"°`:"""""SI•,`I,."°•"•"•"°'"°. ^^�^°�°° •> .r s `'r TOT.LD. 57.0 PSF SEN- 350880
&"..t.n.u..e.n::74::::::.:7:::::,711.".=.7.? ":.." ......".....:i"o`°rry:�;:e. :r i'v» '9/ EZ'7,VI tr Q
8351 Room cw. ..n.'III I1.,• alIgono W^• •r""sl*PI+'•••Z ../7411.w.00 DUR.FAC. 1.00 FROM BB
Se moouR,CA 95828 ELM ss.....�p�"s�<....".T•�.on s,., YR......s"neral notes SPACING 24.0" JREF- 1VLC7175Z14
o e. °i".• r ICC: FYP 1.2-1.1.15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8,DIMENSIONS)SUBMI TEED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - C)
Top chord 4x2 HF #2 Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Bot chord 4x2 HF #2 Ioad applied per IRC-12 section 301.5.
Webs 4x2 DF-L Std/Stud
Deflection meets L/480 live and L/360 total load. Creep increase
Truss must be installed as shown with top chord up. factor for dead load is 1.50.
F 2-9-0I 14" H 2-9-0 H
30" TYp•
1.5X3111 3X3= 3X3= 1.5X3III
1-6-0
1-6-0
9-0-0
1.5X3111 1.5X3111
3X3= 3X3=
0"12 0••12
2-7-8 1-3-8 2-7-8
2-8-4 1-3-8 2-8-4
G-8-0 Over 2 Supports
R=380 W=1.5" R=380 W=5.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01. t p2�1pp TY: OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon ((503)357-1118 "WARM MGI ee READ mo MILS Au MIS al NIS MAE MRI V rF
825 N 4th Ave,Cornelius OR 97113 "I "Mr" ""°"m'TM1E°"`m'm ALL rnM,M.nms lMa,mi«o�nm,xsruam. ��y�{�'�'��� TC LL 40.0 PSF REF R7175- 63622
ns.Trusses regui re extreme care I n fat.,eating.handl 1ng.shi ppi ng.I nstal I I ng and Israel ng.Refer to and fol low
ess noted otherei se, �, /} 14859 ' r TC DL 10.0 PSF DATE 11/05/15
l . B
n netop chord shal I have proper.y ettached structural Sheath i ng and bottom chord shal I hav•a proper!y attached
betel's .810,as...e noted e."bp eper acsi e.o C DL 7.0 PSF DRW CAUSR7175 15309042
A L,L���N a...............Ms ,. ,o......... .. BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY ....�'„,.. .„i s....,.rz : � `M.e:,.o ..,«a«..«„..a.e..dr:."«,.«,.-It-:11. 9i Ft 7 1999 4 TOT.LD. 57.0 PSF SEQN- 350875
essl RarRnacurx
rasp..0111> u•wl I.� R. «. TAI 1 ge� .«..«. .«�. ,.. ,. .'"n. s�'4 w.C�QQ DUR.FAC. 1.00 FROM BB
Snwnnso,CA 95618 . SPACING 24.0” JREF- 1VLC7175Z14
R...« ......... ..«........,... . . EXP.12-31-15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI OBS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - JGE)
Top chord 4x2 HF #1&Bet. + 2x6 conti nuous strongback. See detail STRBRI BR1014 for bracing and
Bot chord 4x2 HF #1&Bet. bridging recommendations.
Webs 4x2 DF-L Std/Stud
Deflection meets L/480 live and L/360 total load. Creep increase
Truss must be installed as shown with top chord up. factor for dead load is 1.50.
Sheathing is requi red for any longitudinal(drag) forces. Al I Fasten rated sheathing to one face of this frame.
connections to be designed by the building designer.
2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III 2X4 III
L
1
1-6-0
1-6-0
7/4/,,/,/// � /��/ t !�/�7/�/% ��./// / +s-o-o
2X4 III
0"12
lr- 17-8-8 'IF
l< 17-10-0 Over Continuous Support
R=114 PLF W=17-10-0
Note: All Plates Are 1.5X3 Except As Shown.
Design Crit: CUSTOM/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0% /4(0) 15.01.01.. ;(P_7174 &TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
Truss Components of Oregon 1503)357-)118 ••IVARNI PIGI'•ADD MD MUM ALL NOTES di MIs MAIM
,MORTAMM•• rlml M TM,MAXI ALL aMm.clms MUMNM 1M IMSTALLMS. '� TC LL 40.0 PSF
azs xatll Ave,comd,us OR 97113
�natal I ors shal I provi de temporary bracing per ,r it,
�f' "6. , REF R7175- 63623
Trusses regul re extreme the Utast edl tl on of SCSI e ,cati ng.banal i ng.shi poi ng.I natal I I ng and bracing.Refer to and fol I ow
�re's. ;'^ ` 4t /" 14859 $ r TC DL 10.0 PSF DATE 11/05/15
/046k, top chord shal I have proper!y attached structural sh•athi ng and bottom chord shal I have a properly attached
t BC DL 7.0 PSF CAUSR7175 137 ,e a^d on �.s•!• �! DRW 5 15309043
A L,I�O N C °^ « . BC LL 0.0 PSF CA-ENG CWC/CWC
AN IrW C0MR4NY ,t•i .^ t. ^M.r r...., ^":"'` L'e,i to nn'Slnvl I.^r"'!""'";a.,•�.vi^M.
•:.I, ^�'ry dada�. .^<,w•.,I^t.,^.��dd< •.^^.� ._<.^>d... M.r M. 9i ;0:-.
0 T �qa9 Qom" TOT.LD. 57.0 PSF SEAN- 350893
A^•«I i aI••r«bX•r M•:«e I M eN•er••I•M.IMI«s••««nM••r or•n••I••a.MI
" DUR.FAC. 1.00
M 0.•iMMr«r AMR%MI 3«2.'M
(051 Rome Code • .�.�IIM>. ....,�� .«•r.•�.««IMr•r.«..rr...r.L .. nA1bW.CH4` FROM BB
Swam°,CA 95928 •n�•'•. SPACING 24.0" JREF- 1VLC7175Z14
.�I MM.,... ^.t....•.T.I VIT.: ,.«. «. ...t..r..org EXP.12-31-15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - J)
Top chord 4x2 HF #1&Bet. + 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 HF #1&Bet. bridging recommendations.
Webs 4x2 DF-L Std/Stud
Max JT VERT DEFL: LL: 0.28" DL: 0.18". See detail DEFLCAMB1014 for
Deflection meets L/480 live and L/360 total load. camber recommendati ons.
Truss must be installed as shown with top chord up.
I 7-10-8 I 25" I- 7-10-8 -{
L 30" Typ. I
2X4 lii 3X10= 2X4 III 3X5= 3X5= 2X4111 3X10= 2X4 III
1 IV 4 - L
1-6
V 1-6-0
0
+900
3X10= 2X4111 2X4111 3X10=
3X7 3X7=
o"12 0"12
2-6-12
612 5 2 4 2-6-12 2-7-8 '1‘ 2.2-8 - 2_7_8 2-6-12 5-2-4 2-6-12
17-10-0 Over 2 Supports
R=1017 W=5.5" R=1016 W=3.5"
Design Crit: CUSTOM/TPI-2002(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01.0 QTY:3 OR/-/1/-/-/R/- Scale =.375"/Ft.
Tnus Com oma of Oregon 503 357-(118
"WARN!NGI o•MEAD AMO FOLLOW ALL Mars am TMI s awl MI fi.QV.D '.V F TC LL 40.0 PSF po •'IMPORTNET.• MVO SR TM DRAM TO ALL mlrtMAauMA IMCMCIMG TIE REF R7175- 63624
825 N 4th Ave,Comdms0 9713 `y 9`�
I`ie: `"i �b 14859td" TC DL 10.0 PSF DATE 11/05/15
to performi ng th•s•functi ons. I nstai i airs shal I prowl de temporary bracing per BC,top chord ShIli I hove properl y attached structural sheathi ng and bottom Chord anal I have a prop•r1 y attached ea,
r" BC DL 7.0 PSF DRW CAUSR7175 15309044
AL,,=EINIE the Jai nt hotel I s,unl ass noted otherwise Pefer to drawl ngs 180A-f for stand•rd pf•te posi ti ons.
Al pi rte.a di'di si en of ITV Sul I tli BC LL 0.0 PSF CA-ENG CWC/CWC
AN RW COMPANYdrawl on los l I d
truth•^"us•In ce.we..:`.oath ANSI nPI I.orPfor'handling.any
ng. • .'.
An..a e.I, :a,Ir .�II ado.�.a..I.oi yl ..K.�.. q v TOT.LD. 57.0 PSF SEQN- 350807
ddw o.` • r.':'zntr:t-�r::'"". i Fe.7•VI% Q4 OUR.FAC. 1.00 FROM BB
8351Rwdve Circle .pen•.SII m.ra Pi no Deli on•M wr ARM AI 1 Sae M.
SN:amam,CA 95121 ALPINE:won. , altw.tow.e I TPI.l on www.<Pi nat. CA.wow.•Na nd.•tr.tow. ICC.www.I•••.f..o< `�JqH W. SPACING 24.0" JREF- 1VLC7175Z14
EXP.12 31 15
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - I)
Top chord 4x2 HF #1&Bet. 1- 2x6 continuous strongback. See detail STRBRIBR1014 for bracing and
Bot chord 4x2 HF #1&Bet. bridging recommendations.
Webs 4x2 DF-L Std/Stud
Max JT VERT DEFL: LL: 0.27" DL: 0.24". See detail DEFLCAMB1014 for
Bottom chord checked for 10.00 psf non-concurrent bottom chord live camber recommendations.
load applied per IRC-12 section 301.5.
Deflection meets L/480 live and L/360 total load. Creep increase
Truss must be installed as shown with top chord up. factor for dead load is 1.50.
7-10-8 -f-21.875" F 7-10-8
I
F 30" Typ. H
2X4111 3X10= 2X4111 3X5= 3X5 2X4111 3X10 2X4111
q
1-6-0
9-0-0
3X10= 2X4111 2X4 III 3X10= 3X7-
3X7---
0"12
X7=3X7=
2-6-12 I_ 2-6-12 I 2-7-8 1-11-6 2-7-8 2-6-12 2-6-12
5-2-4 ` 2-7-8 'I` 1-11-6 -I` 2-7-8 + 5- 2-4 I
l< 17-6-14 Over 2 Supports
R=1002 W=5.5" R=1002
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01.0 QTY:5 OR/-/1/-/-/R/- Scale =.375"/Ft.
TTuss Componea�s ofOregon (503)357-Lt t8 °°WARMI NM ss READ Arm FOLLOW ALL MI5 aI THIS Mm q. 'OFyc REF R7175— 63625
825 N 4N Ave,Comehos OR 97113 °°I IMPORTANT." SAW 91 ME MARINO TO ALL CONTRACTORS MIMING nE INSTALLTrusses rep.re extreme care In fabri catl ng.handl I ng.shl ppi ng. I natal I I ng•.braci ng.Refer to and fol I ow ERS.
"���ef � �, TC LL 40.0 PSF
`� TRI G'' �/ 14669�9 TC DL 10.0 PSF DATE 11/05/15
_ g;;;, truss °°°.°" l BC DL 7.0 PSF DRW CAUSR7175 15309045
A(�L�H N C "Al pi ne.a III vi si an° . , or IT °t,�°t°°. .°....° . «°.tn„ BC LL O.0 PSF CA-ENG CWC/CWC
AN ITV/COMPANY n A r. n «°.°°°°'r Components or.°n'''tn ARS'' t,or°r°r'n°"ei nA�".n�p'y"on �,.
A" im. 174 rnwn l s'"a""::.'°of lM^wwa..Irttf:'.°/:12.:n :1rt nr'Ip 9if�y.1.0 W9 , TOT.LD. 57.0 PSF SEQN— 350839
8331 Boyne c s •IAII >• Ns Pei r s:AAM/•TPI 1 e'°.i.' "ss••` r. ...,.Ar sr. n. "/A CPQ¢ DUR.FAC. 1.00 FROM BB
SErznunu,CA 95826
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(1115026--PARR FOREST GROVE —PI an 2885 A floor trusses -- VERFI Y VERI FY, OR — XGE) THI S DWG PREPARED FROM COMPUTER I NPUT(LOADS 6 DI MENSI ONS)sNeMI TTEG BY TRUSS MFR.
Top chord 4x2 HF #2 See detail STRBRI BR1014 for bracing and bridging recommendati ons.
Bot chord 4x2 HF #2
Webs 4x2 DF-L Std/Stud Gable end supports 8" max rake overhang. Do not notch.
Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive Deflection meets L/480 live and L/360 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 1.50.
Truss must be installed as shown with top chord up.
3X3 3X3= L
1-6-0
-
1-6-0
- - - - -
' /%/ // // 4_9-0-0
9 D D
3X3= 3X3=
0"12
-L _8_4 1-1-8, 2-7-8 5-8-0 0'1 z
I` 2 1-1-8 I` 2-7-8 F 5-8-0 k
t>2
I< 12-2-0 Over 2 Supports
R=353 W=1.5" R=174 PLF W=5-11-8
Note: All Plates Are 1.5X3 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01.0`:' ;,��� QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
TnLssComponeafsofOregon (503)357-L118 '�WARNIN6I"READ NmF0u-wuiNOTES oxnasMemMa ' TC LL 40.0 PSF REF R7175- 63626
825 N 4N Ave,Comehus OR 97113 "I MINIM MOS COMM "L+ u MUMPS INSTAums. �ef�� �,,
to p•rfeirel ng these SCSI k,Trusses regul re extreme care I n faeri eating.handl I no.snip,.ng, I natal I I.and braci ng.Refer to and fel low ��/' 14859 fi9`�r TC DL 10.0 PSF DATE 11/05/15
_ b1 tural sheothi ng a.bottom chord shall have a properl y attached L1r e „,,,"
_.10-91M. BC DL 7.0 PSF DRW CAUSR7175 15309046
ALPI1 N e for any devi from,h„ BC LL 0.0 PSF CA-ENG CWC/CWC
AN nW CA MPANY a.a� on mrmci n.oftrusses.he truss In conformancenwthhANSI not
1.or for handl I nen pelt..
on • --i
An« .ar.::74: M i I!"It':::171i�w�«...e.«i,.r .ha i".ri1a 9 aE`''1g6S5 Q�`r TOT.LD. 57.0 PSF SEAN— 350882
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"'.'.. . Fxv 12-a145
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(1115026--PARR FOREST GROVE -Plan 2885 A floor trusses -- VERFIY VERIFY, OR - F)
Top chord 4x2 HF #2 Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Bot chord 4x2 HF #2
Webs 4x2 DF-L Std/Stud load applied per IRC-12 section 301.5.
Deflection meets L/480 live and L/360 total load. Creep increase
Truss must be Installed as shown with top chord up. factor for dead load Is 1.50.
2-9-0 11 2-9-0
30" Typ.
1.5X3 III 3X3= 3X331.5X3 111
.
1-6-0 1-6-0
Imo +9-0-0
a
1.5X3 III 3X3
3X3= 1.5X3 III
0"1
o 2-8-4 I`1-0-8 2-7-8
2-8-4 'IF
z
i< 6-5-0 Over 2 Supports
R=366 W=2.5" R=366
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01.0 QTY:1 OR/-/l/-/-/R/- Scale =.5"/Ft.
Truss Com netts Of On 503 357-!118 ••WARM MGI••READ AMD FOLLOW ALL ROTES ON INS MGI �, FLr TC LL 40.0 PSF
po ••IMVRAIfr•• a COMM TO ALL CONTRACTORS I NS TME I
87SN4th Ava,Comdms 0197313 e.'t ,r REF R7175- 63627
Trusses regul re extreme care I n/seri esti ct. handl I 5111 .s dprier er safety practi ces 14859 F'Y TC DL 10.0 PSF DATE 11/05/15
r BC DL 7.0
ons BS ;p;; , , I ' PSFDRW cAusR7ns 15309047
.4l>-ISO N ':,!°;2::'.7.7::
. n BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY a on .. .y.rW.!T'4,. usa i n...Ter:11:;:7,,ll rtvi t,or Tor n.7.7::7.,:""1,1"°"
.,:"1 ern.
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8351 Roma CsIe •d'I"^g°O n•r •r AAM^^t1 SAW M '44,/ C QQ DUR.FAC. 1.00 FROM BB
Samna*,CA 95818 �•�•
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(1115026--PARR FOREST GROVE -PI an 2885 A f1 oor trusses -- VERFI Y VERI FY, OR - M) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SU&Al rrEo BY TRUSS MFR.
Top chord 4x2 HF #2 Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Bot chord 4x2 HF #2 load applied per IRC-12 section 301.5.
Webs 4x2 DF-L Std/Stud
Deflection meets L/480 live and L/360 total I oad. Creep increase
Truss must be installed as shown with top chord up. factor for dead load is 1.50.
1 30" TYP• H
1.5X3 III 3X3= 1.5X3 III
1M
illimujImil /
l
1-6-0 1-6-0
OI
+9-0-0 V
I 3X3
3X3=
0"12 '112
JI_ 2-6-12 .a._1-3-12
H-4-0-0 Over 2 Supports -H
R=228 W=5.5" R=228
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=10%(0%)/4(0) 15.01.01, ri TY:8 OR/-/1/-/-/R/- Scale =.5"/Ft.
Tn sjcir n®ts ofOregon (503)357-.118 •MUNI NGI'• o MO FOLLOW ALL xmEs ON nns awn wl
825N aN Ave,Comelms OR 97113 •9 NAME' M ROLMNII THE I N.r.uEas. ��e.:S .,�e�!-.4- TC LL 40.0 PSF REF R7175- 63628
Trusses repot re extreme care I n fabri cati mg.ban.I ng.shl pnl ng. I nstal I I ng and bra.ng,Refer to and fol I ow the I stoat eel tl on of SCSI n� par w 14659 9 r TC DL 10.0 PSF DATE 11/05/15
b;;„Abb., top chord'hal I have proper-I y attached structural Sh•atni ng and bottom chord shal I have a properl y attached
BC DL 7.0 PSF DRW CAUSR7175 15309048
A L,�0 N I .Comp, ° anti
.,, BC LL 0.0 PSF CA-ENG CWC/CWC
AN RW COMPANY drawl° ". r s ., °q° �e,•the,.,,,[Comm to°�o�fe..o<.a[n"nxsinvi,.or r°r n.oei°�.•°:e rnl e: 9 ,FCS,t9eq Q�"v TOT.LD. 57.0 PSF SEAN- 350895
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StE5l Roma
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PAGE NO:
1 OF 1
Alpine, an ITW Company
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document ID:I VOF7175Z0523155415
Truss Fabricator: Truss Components of Oregon
Jobldentiscation: 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR
Model Code: I RC
Truss Criteria: I RC2012/TPI-2007(STD) ,EO PROic,
Engineering Software: Alpine proprietary truss analysis software. Versions 15.01, ��L��= si4
Truss Design Loads: Roof - 42 PSF a 1.15 Durat i on �d,GlNe6.. 'OZ
Floor - N/A esswre
Wind - 120 NPH (ASCE 7-10-Closed)
Notes: OREGON
1. Determination as to the suitability of these truss components for the p8 bwl4,aed' t®
structure is the responsibility of the building designer/engineer of eel!Tan'
record, as defined in ANSI/TPI 1. RENEWS:4n0/20111
2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175
Russell Tangren
Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- 02/23/2016
Submitted by RTT 15:53:37 02-23-2016 Reviewer: RTT
SS
# Ref Description Drawing# Date
1 44852--BGE 16054010 02/23/16
2 44853--B 16054001 02/23/16
3 44854--BG 16054071 02/23/16
4 44855--AGE 16054011 02/23/16
5 44856--A 16054009 02/23/16
6 44857--Al 16054065 02/23/16
7 44858--A2 16054066 02/23/16
8 44859--A2GE 16054067 02/23/16
9 44860--DGE 16054017 02/23/16
10 44861--DG 16054068 02/23/16
11 44862--GCE 16054004 02/23/16
12 44863--G 16054007 02/23/16
13 44864--G1 16054014 02/23/16
14 44865--G2 16054013 02/23/16
15 44866--G3 16054012 02/23/16
16 44867--CGE 16054016 02/23/16
17 44868--EGE 16054069 02/23/16
18 44869--E 16054070 02/23/16
19 44870--FGE 16054006 02/23/16
20 44871--HGE 16054018 02/23/16
21 44872--HG 16054008 02/23/16
22 44873--IGE 16054003 02/23/16
23 44874--I 16054002 02/23/16
24 44875--J 16054005 02/23/16
25 44876--K 16054015 02/23/16
I t
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMI TTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - BGE )
Top chord 2x4 HF #1&Bet. 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member
bracing requirements. design.
Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live
engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5.
length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50.
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5=
St 7
._, 4
6-1-4
IIIII-
i ] ,; e e 18-0-0 1
3X5(A1)= 5X5= B2 3X5(A1)=
1 �--0
1E6--0-0
I, 17-4-0 _I_ 17-4-0 J
34-8-0 Over Continuous Support
R=92 PLF U=4 PLF W=34-8-0
RL=2/-2 PLF
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0% /4(0) 15.01.01.0- - QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss Com nems of Oregon 503 357-2118 ••wARMI MDI••READ AND FDLLp ALL ROTES ON NIS DRAM MLI �,
po ••I RPORTNET•• EMI TOE MAMMA To ALL CONTRACTORS I NR TM INETAums. S TC LL 25.O PSF
825N 4th Ave,Comebus0 97113 dI r 10001 cati ng,handl Ins.shi ppl rig.I nets!I I ng and bracl ng.Refer to and Sol lett `0 ,Q1Ne-� �p�oy REF R7175- 44852
II di 0 v TC DL 10.0 PSF DATE 02/23/16
to parrerel ng these Ione.ons. I nstal Serf shal I prowi de temporary bre.nit Per tructural sheathing and bottom Chord shal I have a prep..,y attached'm es sti one ir/ BC DL 7.0 PSF CAUSR7175 16054010
top chord snail I have properl y attached BS :bo ., .. DRW
AL,[JJ0 N[ I,,..t„noted° •r., r' - dor,t• atm •,1 •°s. Y,¢.<NI, 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY P. , .. �n .<,.,w:�t,.,, �•.fo t,¢t..;:,'=,77,`=,1.•r f¢r t...r .. ¢ :,t. OREGON
1 ,1%t tN <, !% r•w.¢„1. %,.y tl.¢ TOT.LD. 42.0 PSF SEQN- 350924
Aw¢mN 1tY:::::7z e¢w<„a t^:!,t¢Nt•"Oi tiIMpt.t.t .lOwtt
tIn rtrrnY¢tzNuzr•
t 4,„,,',....'�m
r..•w.l.lII Ey of NAN...NI AR R 118m,M..AR31/Fl;mm@DUR.FAC. 1.15 FROM BB
8 Bell Tan•
Semmrnb,cA95s
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R e
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS A DI MENSI DNS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - B )
Top chord 2x4 HF #1&Bet. 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) desi gned using NDS/TPI reduction Wind loads and reacti ons based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5=
1.SX4o�
3X5-. 3X5* T
lippip.074�i
4 ,_ _, 4 6-1-4
�� •�i
:: B2 rv18-0-0 _
3X5= 3X7= 4X5= 3X5=
3X10(61)= 3X10(61)
1. 6-0-o
L tfs--o
r 6-3-930 14 J 'I5 ` _I 8-3-5
3 5-6-1 , 5-6-183 2�_ 5-6-1 X 9-0- 4
613-13
L 17-4-0 _I_ 17-4-0 J
34-8-0 Over 2 Supports
R=1588 U=64 W=5.5" R=1588 U=64 W=5.5"
RL=71/-71
Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0% /4(0) 15.01.01.it.,�_- QTY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tniss Comppoonents ale
((503)357-1118 •'WARM NCI••RFAR ANo FOLLOW ALL MDTFS RN TMI s DWI MI " • F
825N 4th Ave,Comehus OR 97113 '•I •
RFdnAM•• MINIM TMls RRm TO ALL m1lmAcraa1 NO THE IMULLER. 4 rQs TC LL 25.0 PSF REF R7175- 44853
Trusses require extreme care I n fabri ca.ng.nand!.ng,sni ppl ng.I nstal 1 I ng and bra.'lg.Refer to a.rol iaw the I atest edi[Ion of 8.1 OW I di ng Component Safety I nformati on.by TPI a.VIT.)for safety or•cti ces pri or 0�' 6�G1NFFp i� TC DL 10.0 PSF DATE 02/23/16
ta performi ng these functi on, Instal I era*hal I provi de temporary bra,ng per SCSI. Unl es,not.otnerwl se. to top chord ShIll I 110V4 properl y attached structural sh•ethi ng and 1:10t,..chord shal I have a proper,y attached w. K/ BC DL 7.0 PSF DRW CAUSR7175 16054001
A INFO N ° i on ° ° b•1 °S tO each face of yosi ti on as°responsi °°.wn °.r°.and
."" 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMR4NY °.., °°rWe ,:•^`•�,:°I�°CO�fo...°e Inc.am"exsVmi L°r for"°°eii,ry""."•Pci"e:°" OREGON TOT.LD. 42.0 PSF SEQN- 350926
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Sxnmrnb,CA93S1& ALPINE.w.. PI".,w.°w.TPS. ;net.ore:NyeA.www.a.°i.°.try...°°.ICC:w..�..°.r..°r, 8e11Tan SPACING 24.0" JREF- 1VOF7175Z05
a
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMI TTED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - BG)
Bot chord 2x6 DF-L 2400f-2.OE 4 COMPLETE TRUSSES REQUIRED I 1
Bot chord 2x6 DF-L 2400f-2.OE :B2 2x6 HF SS: t
Webs 2x4 DF-L Std/Stud(g) :W7 2x4 HF#2: Nail Schedul e:0,120"x3", min. nal Is
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Top Chord: 1 Row ®12.00" c.
Bot Chord: 2 Rows E 3.00" o.c. (Each Row)
Webs : 1 Row s 4" o.c.
Special loads Repeat nailing as each layer is applied. Use equal spacing
(Lumber Dur.Fac.=1.15/ Plate Dur.Fac.=1.15) between rows and stagger nal Is In each row to av id Ql l tti ng.
TC- From 71 plf at 0.00 to 71 pif at 17.33 In addition, apply (1 0.22"-0.25" in/max di a. X 6.0'
TC- From 71 pf at 17.33 to 71 pf at 34.67 L
ength wood rscrew at each joint location.
BC- From 7 plf at 0.00 to 7 plf at 34.67 spa ci ngof ails perpendicular and parallel to
BC- 1437.99 Ib Conc. Load t 0.73, 2.73, 4.73, 6.73 grain required in area over bearings greater than 4"
8.73,10.73,12.73,14.73,16.73,18.73,20.73,22,73,24.73 120 mph wind, 21.22 ft mean hgt, ASCE 7-10, CLOSED 01 d
BC- 1401.64 Ib Conc. Load at 26.73,28.73,30.73,32.73 anywhere in roof, RISK CAT II, EXP B. wind TC DL=6.0 psf, Located
ndeBC DL=4.2
Wind loads and reactions based on MFRS. ps f.
Deflection meets L/360 live and L/240 total load. Creep increase factor Calculated horizontal deflection is 0.13" due to live load and 0.17" due
to dead load,
for dead load is 2.00.
JT PLATE LATERAL CHORD Calculated vertical defl ecti on is 0.50" due to live load and 0.67" doe
No SIZE SHIFT BITE to dead load at X= 17-4-0.
[ 5] W3X5 S 2.75
[ 8] W3X5 2.75 L 1.25
[12] W4X5 2.75 R 1.75
[13] W4X5 2.75 L 1.25
[17] W6X8 S 2.00
[18] W4X5 2.75 R 1.25
[19] W4X5 2.75 L 1.75
[26231] W3X5 W3X5 2575 R 2.75 5X7(R)III
4X5[13]% 4X5[18]
,
3X5[8]- 4
:. 211 a -- 43X5[23]a
3X5%
3X5 I
6-1-4
0-3-15
_ _ 0-3-15
1
18-0-0T s
B2
T4X16(B7R)= 3X5[5]III 4X5 H0514-=- 6X8[17]= 4X5[19]= 4X5
3X5[26]III 4X16(B7R)=
H0514= •
4X5[12]
-5-3-13 n'c 4-0-1 4-0-1 + 4-0-1 a- 4-0-1 a.I. 4-0-1 .1. 4-0-1 a'v 5-3-13-.
L 17-4-0 17-4-0
J
r 34-8-0 Over 2 Supports
R=13986 11=688 W=5.5" R=13022 11=633 W=5.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00.,..117E.:7� OR/-/1/-/-/R/- Scale =.225"/Ft.
Tn1SsCernpon®tsoforcgon (503)357-1118 °NWARNII••REApAIM raro All logs ellixisawlTrusses requl re extra.care I n fahri catl ng.handl I ng.shl ppl ng instal 1 Ing �'< AZ,. 100..
G'N� $$� TC LL 25.0 PSF REF R7175- 44854
625 N4ih Ave,Comdms OR 97113 ••i 1°1 TM130R'a^Ne CONTRACTORS WADI NO TIE l MALLOW.
`° ng.per 83�,EF9 �, TC DL 10.0 PSF DATE 02/23/16
a. ectians B3,B7 bo;�P,Ailk top chord shal 1 hav•pro.,y attach.structural sheathi ng end bottom chord shal I have a properl y attachod tt. BC DL 7.0 PSF DRW CAUSR7175 16054071
A(L,,) N f , ,.'• °•' r• •°•"• ° from,„• 02/23/2016 BC LL 0.0 PSF
be CA-ENG RTT/RTT
ANITW COMPANY drawl" . .< r°["e°'°:°U.°::�r�:°��°�e�fe::�.:Inc.the, nci v or for •:°" OREGON c SEAN- 17581
A seal so al.drawlno or.... ,.�11.1 Nrr.f„n.,�n" TOT.LD. 42.O PSF
'w The.1 1,11 i c1°ea use et.1.drawl stove..s v,. SLY 14,gad3 0
8351 RommC k :.N.1.1 ty. S,:m°11:°ir,.°4aaN.r per AMU API`1 a....' $e •t DUR.FAC. 1.15 FROM BB
Sacramento,CA 95826 eA Tan
ALPINE:.... TP1.....<pi wC•.o...•b.l" °m, I«.army.Ia..r..rN RENEWS,31w14pu SPACING 24.0= JREF- 1V0F7175Z05
A
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - AGE )
Top chord 2x4 HF #2 :T2 2x4 HF #1&Bet.: 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member
cladding load one face, and 24.0" span on opposite face. Top chord design.
must not be cut or notched.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
Provide lateral wind bracing per ITWBCG wind bracing details or per bracing requirements.
engineer of record. 2X3 studs require reinforcement at 70% of the
length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-12 section 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5=
4
4
T2
5-10-15
0-5-9 i
T ////////////////////////////////////////////////////////////////////////////////////////////////////////// - +18-0-0
3X5(B1)= 5X5=
3X5(A1)=
1-6-0
L, 16-4-2 � 16-9-0
33-1-2 Over 2 Supports
R=152 PLF U=8 PLF W=33-1-2
RL=3/-3 PLF
Note: Al I Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01. e• +.... QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tn os CompooeMs of Oregon 503 357-(1l8 ••WARM NI••READ me MUNI ALL NOTES a 11115 LRM NM �+ TEs
••IWORmNf•• rosea TN s mops TO AIL CONTRACTORS IRNDINs TM INSTALLERS. TC LL 25.0 PSF
825N aN AYe,comdwso 9713 `dj'� G1NF �0REF R7175- 44855
to Per-fore!ng thes•rune.,:A M"�r' L 83 ESP TC DL 10.0 PSF DATE 02/23/16
. tea sherd sal I PUIVO properl y et t 11Ched structure!shatbi ng and bottom chord sal I haws a proarl y attached BC DL
e.^;p;; above•"d" 7.0 PSF DRW CAUSR7175 lsosaoll
Al I�L�O N ". ..unless
noted^ C^ Rey pi fer ^ r• -not 2 for,.w"of truss • o,l on as ^", "m.",s 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
ANITW COMPANY °:A.. ^" bras!"9^ trusses. ""'"•"": "°`:""""'�I"°I'.:°�'�'"•""��^°•"'"��^�no.ati`" OREGON TOT.LD. 42.0 PSF SEQN- 350915
A"uel ReR ulp a wr„a I I•"1!". em I.;41M ur.r�tm a:s�ge�rtr:I ::;i.pM It,.ie
8351 Rw cwr ^•R^^•1 On r^ •N•.11 ^o OW pier ser ANSI/M 1 am.A.
pG@ ' t0 DUR.FAC. 1.15 FROM BB
So,amwb,CA93S28 •^`ef. BQ��Tar
ALPINE;www.di°Inalrw..•m.T°i,w., a.NreA.wwm. .•w. ICC,eww.lw•^.r*.•rg RENEWS:WORM
SPACING 24.0" JREF- 1VOF7175Z05
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. SII
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - A )
Top chord 2x4 HF #2 :T2 2x4 HF #1&Bet.: 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wi nd BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5-==-
1.5X4
X5=1.5X4'' 3X50- di 3X5
poige T2 1.5X49
4
4 5-10-15
0-5-9
m 4,18-0-0 i
5X5(61)= 3X5= 4X5= 3X5
3X7= 3X10(B1)
1-6-0
5-8-1804 8_I_ 5-3-12 7-11-10 5-3-12 5-37 11-101 5-3-12 8 9 6 1-8 _I
L. 16-4-2 16-9-0 J
I< 33-1-2 Over 2 Supports H
R=1404 11=56 R=1525 U=69 W=5.5"
RL=61/-61
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01. =x-. QTY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss CompoHerts of Oregon ((503)357-!118 "WAate M I a•READ AMD RUM ALL mTES al 1HI s manta $L
825N4NAYe,ComdmsOlt97113 "1P0mA"T" ""0181TM"°"""XBTO"'-L°"'""C4A41Nf1o'"'T"' Refer to and fol I Pm �9 GINE 6.4., TC
TC LL 25.0 PSF REF R7175- 44856
Trusses requi re extreme care I n labrl catl ng,handl I mg,shl pp.ng, I natal I I ng the I atest edl el on of BCSI WI I dl ng Component Safety I nformatl on.by TRI and t.n.,f.nni..tn...rn.nn..... Instal fere.n./1 nr..i a.temporary eracl ng per BMand bracing. �G F,eaxwve�9 TC DL 10.0 PSF DATE 02/23/16
„Abb., top chard Nal I have properl y attached structural sh•athi ng and bottom chord anal I have a prop•r1 y attached le,r^.-"ii as cti ons BC DL 7.0 PSF DRW CAUSR7175 16054009
ALPO N I "t .".,.notedether.e Refer drawl ..,t." o, .". .et., 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMRMIY '"::e�a;: r.."s.°l'<e�,,::�.r�,'"`.a:.e a.te"a tn"nxivii r.:e�a:'".:e���,""'.h'p;1 e:"" OREGON
.. !.n..=71.:::i .a.ar.;i .lq�al..r.a,. e...rw..a..a"a....M aA t TOT.LD. 42.0 PSF SEAN- 350942
&{slD,wsci�c4 r.....a.,i > . lla'Mo:no= °p":uimis«.�.I,.�,..... ... .. r.....ra ar. . .. a wtru•4'�•i DUR.FAC. 1.15 FROM BB
sa�vn,CA 95828 Al-RINE: ."a t 7 .ern,t o..mo o g..T._Inv... ". . a.creel,are nw.11 Tan SPACING 24.0" JREF- 1 VOF7175ZO5
t I
THI S DWG PREPARED FROM COMPUTER I NPUT(LOADS 8,DIMENSIONS)SUBMI TIED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - Al)
Top chord 2x4 HF #2 Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Bot chord 2x4 DF-L #1&Bet. load applied per IRC-12 section 301.5.
Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 HF #2:
Deflection meets L/360 Iive and L/240 total load. Creep Increase
Connectors in green lumber (g) designed using NDS/TPI reduction factors. factor for dead load Is 2.00.
Truss desi gned for unbalanced snow load based on Pg=25.00 psf,
120 mph wind, 21.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wi nd BC DL=4.2
psf. JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
Wind loads and reactions based on MWFRS with additional C&C member [ 8] W3X7 1.25 L 1.25
design. [15] W3X7 1.25 R 1.25
Truss supports 200# mech unit; unit centered at 16-2-7; supported by BC;
unit width 2-0-0; supported by 4 trusses.
5X5=
1.5X4 III ill
3X5% 1.5X4 III
jI 3X5
4 W\
/W44 5-10-15
cm
0-5-9
I 0-I
I
T
t s
3X7(81)= 1.5X4 III 3X7[8]= 18-0-0
L H0308= 3X7[15]= 1.5X4111 3X7(61)=
5-8-10 �` 5-3-12 ` 5-3-12 10-7-8 5-3-12
>I< 5-3-12
5-3-12 ' 5-8-0
5L 16-4-2 16-3-8
J
I` 32-7-10 Over 2 Supports
R=1439 U=62 R=1438 U=62
RL=53/-53
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. 20 Gau.e HS,Wave FT/RT=2%(0%)/4 0 15.02.00.E rT, _ OR/-/1/-/-/R/- Scale =.25"/Ft.
Truss CompoDwls of Oregon (503)357-2118 •MARNI MI••AEW AMO MILO.ALL Imes all 1111S NGI
825 N4W Ave,Comdms OB 97113 ••IrPmrAxr•• SWAT NTH"owlM°1a ALL taTIACTONs INCLIAMA1,IE IMsrALLEu. ,<f.� 3S� TC LL 25.0 PSF REF R7175- 44857
the I atest edl ti on of SCSI �Trusses regol ra extrema care I n fahrl Gating.handl I ng,snl pal ng. I nstal I I ng and brae(ng.Refer to and fol!ea �5 �GINg� p
• G,r F, p TC DL 10.0 PSF DATE 02/23/16
eszNwe
,Aihk„ top chord shal I have proper!y•tteched structural sheathi ng and bottom chord shal I have a proper!y attached ite
; ° / BC DL 7.0 PSF DRW CAUSR7175 16054065
A[1,��N I °,:7;;;;.'":.'::7,::Z.:°"1.7;• ••° ° • •°•° °•tAl, 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT
AN RW COMPANY drawl.eal ael N,t�r. "q trusses.cry„,��oor Genoa
to ANSI 1.or n.°dL"d. wor any pm.°" OREGON TOT.LD. 42.0 PSF SEQN- 17576
awlss s r Ny nisliily for elm ass/go I tIM swe1Ai M ...Wass*sr s1 PrAMsnMsiii••w'r•Iw O 0
this• o• a.<•t ..I•M* • �8"Acrta,aadt•c Q OUR.FAC. 1.15 FROM BB
8751 Roma Ci kresponsibility e .rllal user ANSI/TPI ti s..,z."�
Senemedn,CA 93828 ALPI Mr.env al dl°°I tw.con.TPI.a ;,',:t';.11/TCA,aw.,do,"du .°o•. i«.www.l°o,.. 8e11 Tett SPACING 24.0" JREF- 1V0F7175Z05
• A
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSI DNS)SUBMITTED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - A2)
Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase
applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
5X5=
% NI
3X5
3X5: 1.74�i
a
1.5X4 "
\ .-4 ,_
5-10-15
0-3-15 \
0-5-12
T B2 T 0 18-0-0
3X10(61)= 3X5= 4X5= 3X5= 5X5(B1)
1I GI 3X7=
I_ 6-1-8
8-9-6 J., 5-3-12 _i_. 5 3 7-11-10-1- 5-3-12 -i-8_3-14-8 0
L 16-9-0 —I— 16-3-8 '1
J
Ec 33-0-8 Over 2 Supports
R=1523 U=69 W=5.5" R=1402 U=56
RL=61/-60
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00._,A; .;,,AN, OR/-/1/-/-/R/- Scale =.225"/Ft.
Tnws CompoeatsofOregon (503)357-;118 ••NARNI NBI••TMuIAO APO FOLLOW ALL NOTES ON THIS mnlNGl �`y„(fG GINF 31p�O TC LL 25.0 PSF REF R7175- 44858
825 N 4W Ave,Comdms OR 97113 "IraRD'xr" MINI sl O ma"NO ALL almucTo u I NELMS NO TOE I lm.ums.
Trusses repel re extreme el ng.Refer to and fol low
<0 par fermi ng these functi ans. I nstel`s""""°` `A'r' ea�4ve�9 TC DL 10.0 PSF DATE 02/23/16
,4116A, top chord she!I hav•properl y attached structural sheathi ng and bottom chord shal I have a properl y attached �/
•s cti one 87 010. BC DL 7.0 PSF DRW CAUSR7175 16054066
A I�L�O N E °` ° ° ° "p' ° tn... ° rr°.at"'° 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITW CAMR4NY °:;:1".:7:,77,::a ,° ";° r.,,°;`r""'°`^°`�'^°;":�°^^Is��,.l,.r::°;,",:'::::;7.`,.°":.:7,;::;'°" OREGON l TOT.LD. 42.0 PSF SEQN- 17571
Aresponslw m then drawl M s r HMI tiM this trnnl not In e N• '"'t cu'Mg..I:u,. 11 "'kV 11.406. l
8351 Rw anile se.NI I , ..n isrsheen.AIMI%TM 1 teal
oo.ty'"°"•."`"I,.r. R .r.n,.r a t DUR.FAC. 1.15 FROM BB
Sacramento,CA 95828 ,Job',. *sell Tai
ALPINE:ewe.al pi nal t..c TM wow.tpl",t.erg:RtnA.mew.,b°l"n",tr,.°°.. /CC.,.ewIC.,,.,. g RENEWS,S102016 SPACING 24.0" JREF- 1VOF7175Z05
1
THIS DWG PREPARED FROM COMPUTER I NPUr(LOADS&DIMENSIONS)SUBMI 11ED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - A2GE)
Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 :62 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Truss designed to support 1-0-0 top chord outl ookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member
not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord design.
may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT
OVERCUT. No knots or other lumber defects allowed within 12" of notches. Provide lateral wind bracing per ITWBCG wind bracing details or per
Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the
length tabulated for 2X4 studs of the same grade.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-12 section 301.5.
Deflection meets L/360 live and L/240 total load. Creep increase factor
for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5
2
4 -
-
4 5-10-15
•
0-3-15 0-5-12
T r//M/// /ii///i///////i//////h//////�/// it iii/`////////-////.
r ��- 1111111h T_IL 16-0-0
3X5(A1)= 5 s / ///B///// /2 1)=
1I 6-01
L 16-9-0 16-3-8 J
33-0-8 Over 2 Supports
R=129 PLF U=7 PLF W=15-6-0 R=111 PLF U=3 PLF W=17-6-8
RL=4/-4 PLF
Note: Al I Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.-1+7_, OR/-/1/-/-/R/- Scale =.225"/Ft.
Truss Componests of Oregon ((503 357-^.118 ••WARNI NCI••REAo NO FOUR ALL NOTES all 1115 BRAIN WI
825N 4N Ave,Comdlus Olt 9713 "" AM1" """'w'TNI E°R""M0roALL C°M1P"Q10RS 1'A101 NOA'IM"R"'+m' �`td4F' GINS i44i TC LL 25.0 PSF REF 87175- 44859
t.p•rformi ng these functi ons. Instal lora shal I provi tia temporary braci ng per BM. Unl ass not•d other,.se. mi 4i�xo4Pe 4& ' TC DL 10.0 PSF DATE 02/23/16
.... top chord'hal I hews propel,y attached structural sh•athi ng and bottom chord that I have a proper,y attached ¢/ BC DL 7.0 PSF
_ ^ ' "i"< . . noted other.•APPi Refer . flates to s _ ..••". • •shown ons.above and" DRW CAUSR7175 16054067
,4 L�O I Vte r, ,h„ 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT
AN irw COMPANY ' , :;e::r'.;"e'r�°,.;"t,.,,,n Components ace Inc.•th fid151,P1 1,drPf",handl 1 for ppi.:"" OREGON
instal
11`ii'•a`i•1w.r s`n:X:nL:1!.a i.::m°i'1."1"..":::.�..�1.M...4...».1...1,M„'"".1 a 13 = TOT.LD. 42.0 PSF SEAN- 17584
81sl Rwau cath .11.1.11 r ..,1:ow.1h.n.. d. ,ROI/RI I Om. • ` ••'•• ''""•` • @"Lar u,ae� t0 DUR.FAC. 1.15 FROM BB
S.cmmoao,CA 95828 ALPINE.....d�el n.�<•.."•.TP�.....<on sans thi 11',t. .IMP:neral not•• e'en Tact SPACING 24.0" JREF- 1V0F7175205
P v a...,r. icc...,.1 ocean, v aeaewsan.rmlc
• .
( 0216167--PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - DGE ) THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)sni7MlTTEo BY TRUSS MFR.
Top chord 2x4 HF #2 :12 2x4 DF-L #1&Bet.(g): 120 mph wind, 20.62 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
:W1, W2, W3, W4, W5, W6 2x4 DF-L Std/Stud(g): :W7 2x4 DF-L #2(g):
Wind loads and reactions based on MWFRS with additional C&C member
Connectors in green lumber (g) designed using NDS/TPI reduction design.
factors.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding load one face, and 24.0" span on opposite face. Top chord
bracing requirements. must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per (a) #3 or better scab brace. Same size & 80% length of web member.
engineer of record. 2X3 studs require reinforcement at 70% of the Attach with 10d Box or Gun nails (0.128"x3",min.} a 6" OC.
length tabulated for 2X4 studs of the same grade.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5.
factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5(R)III
3X5------- 3X5
4 4
_ T2
:-i� 3X5
I5-4-15
�W11 'N (al IW3O (a) W6 jir;
I �y 18-0-0
3X5(A1)= 3X5= 5X5= 3X7= 3X5=
3X5(A1)
1�6-0-0
1-6-0
5-1-7-7-8`L 5-1-0 _i_-7$-1-0 — 14
5-1-0 7 $ L 5-1`0 _I 7 7 8 1-0 2.1
L. 15-3-0 15-3-0 J
I.c30-6-0 Over 2 Supports
R=205 PLF U=13 PLF W=12-9-8 R=332 PLF U=21 PLF W=5-11-8
RL=7/-7 PLF
Note: AlI Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01.01.;5.-:,, QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft.
Tnos Cnin n®ts of Oregon (503)357-?118 '•wARNI I••REN ww FULLRR ALL NOTES ON 1x16 ORM MGI to TC LL 25.0 PSF 825 N 4ih Ave,Comdms OR 97113 •'" ' 'w'TM" M6 ALL I SCUM Rs nc l 101x030016. �`y4 G'N� 41, REF R7175- 44860
"'' Q.sazo4PE�4B TC DL 10.0 PSF DATE 02/23/16
,..46 „,...!
•ARuI �,"," BC DL 7.0 PSF DRW CAUSR7175 16054017
A[,_Pill N F : , 'L1.1."772::°r " - : .° ”, 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITWCOMPANY ,. . .<.,r r.Ing s"tr"..... „ r'r:',".roe"a in"µsI RPI,..r mr".""1"°. "°o;�nR:"" OREGON TOT.LD. 42.0 PSF SEQN- 350953
A—mm:=7.r e.°.:'71.11=7 eN.ar..l.6.1Mlw::.1rZ1•:..f.r.f...l.1",- .:T
1M°m See. a u..o s r .r Y • r° .in. wlY U.10d° t'
8351Roma axle ^°"•'°"%° °"'"^'� "••' AMwm'<+_•°=.n s 11 Taot0 OUR.FAC. 1.15 FROM BB
Smammb,CA 95818 8eSPACING 24.0" JREF- 1VOF7175Z05
r o•r.. g ROMPS:6/30/2018
•
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS S.DIMENSIONS)SURA TIED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - DG)
2x4 DF-L 2400f-2.0E
Bot chord 2x6 DF-L 2400f-2.OE 3 COMPLETE TRUSSES REQUIRED 1 < ,
Webs 2x4 DF-L Std/Stud(g) :W7 2x4 HF#2: Nall Schedul e:0.120"x3", min. nal Is
Top Chord: 1 Row 012.00"
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 2 Rows 0 3.00" o.c. (Each Row)
Webs : 1 Row 0 4"
Special loads Repeat 001 Ii eq aseach I ayer is appl i ed.row
equal spacing
(Lumber Dur.Fac.=1.15 /Plate Dur.Fac.=1.t5) betweenwrows and stagger nails I0 each r w to avoid splitting.
TC- From 71 plf at 0.00 to 71 plf at 15.25 g4r ui ring nfeovperpendicular cul and ra than to
TC- From 71 plf at 15.25 to 71 plf at 30.50 grain required i area over bearings greater than 4"
BC- From 7 plf at 0.00 to 7 plf at 30.50 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
BC- 1403.86 Ib Conc. Load at 2.06, 4.06 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL-4.2
BC- 1438.69 1 b Conc. Load at 6.06, 8.06,10.06.12.06 psf.
14.06,16.06,18.06,20.06,22,06,24.06,26.06,28.06,30.06
JT PLATE LATERAL CHORD Wind loads and reactions based on MWFRS.
No SIZE SHIFT BITE Calculated horizontal deflection is 0.12" due to live load and 0.17" due
[ 5] W3X5 S 3.00 to dead load.
[ 71 W4X5 3.00 R 2.25
8 W4X5 S 1.25 Deflection meets L/360 live and L/240 total load. Creep increase factor
[ 9 W5X5 3.00 R 1.75 for dead load is 2.00.
[10] W4X5 3.25 L 1.25
[18] W4X5 3.25 R 1.25 Calculated vertical deflection is 0.51" due to live load and 0.68" due
[19] W5X5 3.00 L 1.75 to dead load at X = 15-3-0.
[20] W4X5 S 1.25
21] W4X5 3.00 L 2.25
[23] W3X5 5 3.00
6X6(R1)
4X5[101% 1� 4X5[18] � 4 T
4
4X5[8]% I, 4X5[20]=;
3X5% r 3X5:-:a
5-4-15
0-3-15
....
0-3-15
L 1 - '� 18-0-0
3X5[5]III 4X5[7]= 4X5[21]= 3X5[23]III
4X1n 67R)= 5X5[9]= 8X8(R)III 5X5[19]= 4X16(8 R
--7---
H0508"--
F.-4-9-9
0508=Ion 4-9-9 'f` 3-5-13 .1. 3-5-13-.1.--3-5-13-4.-3-5-13 -}e 3-5-13 3-5-13 'I' 4-9-9-.1
I_ 15-3-0 ..±.. 15-3-0 J
I< 30-6-0 Over 2 Supports -1
R=11338 U=572 W=5.5" R=12555 U=633 W=5.5"
Design Cri t: 1 RC2012/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. -.rrT:v OR/-/1/-/-/R/- Scale =.25"/Ft.
Tmss Com naps of Oregon 503357-?118 ',MANIMOI••READ MA FOLLOW ALL 1191Ea OW TITS mARIGI r. o.
t REF R7175- 44861
po (( ) ••IrOUAWf•• FAMISH moles TO ALL CSIMAcrms I K AA MAULERS.
3 TC LL 25.0 PSF
825 N 4th AvF Comdlus Ori 97113 [N aQjthe I atest edi tl on,Elm (Rol I di,Component Safety I nformatl on,by TPI and wrcm for safety practi ces pri or Trusses requl re e aaaaaa care I n fabricating.handl I ng,'hi ppi ng,I natal I I ng and bra.ng.Refer to anti fol le• 0G FF4 0 TC DL 10.0 PSF DATE 02/23/16
to performi ng these functi ans. Instal l•rs shal I prowl de temporary braci no per SCSI. On!ass not•d othermi ige. .,,Alh top chord shal I hav•properl y attach.structural sheathi ng and bottom chord shal I have a proper!y attached
it.•-" BC DL 7.0 PSF DRW CAUSR7175 16054068
al. ecti ens 83,87 or ALPO N as appl I cab! °nI .r 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITW COM/V.NY
drawl
+a sr.,a rs "a or tr�sses. ••co^°�o�Io n°..ice"ulsirtrl,.°.°r:'n•"eiCd°":n^no e.°" OREGON TOT.LD. 42.0 PSF SEAN- 17579
A"sell on Aee drool.sr ower HM II sl Alllm s drawing.IM .^toms of profession*.engineering r
the em Willie, d w..f c •chisel r any structure h° ")+W 14,x0.' 0
0351 RomacWe °eeee"eI.. e f e"°"''"e"e r"m IM Woo �" �8 t DUR.FAC. 1.15 FROM BB
Sacramento,CA95826 ,^`'•h BQ��T7�1S
ALPINE.www.I,I".Le.,w.,°I. °I..°r w A. «. ..I.,,.r.. SHAW,d a a,. SPACING 24.0" JREF- 1V0F7175Z05
• °
THI S DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - GGE )
Top chord 2x4 DF-L 2400f-2.OE 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Truss desi gned to support 1-0-0 top chord outl ookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member
cladding on one face, and 24.0" span on opposite face. Top chord may be desi gn.
notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No
knots or other lumber defects allowed within 12" of notches. Do not See DWGS A12015ENC101014, GBLLETI N1014, & GABRST101014 for gable wind
notch in overhang or heel panel. bracing requirements.
Provi de lateral wind bracing per I TWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve
engi neer of record. 2X3 studs require rei nforcement at 70% of the length load applied per I RC-12 secti on 301.5.
tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase
Truss desi gned for unbal anced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 1.50.
Ce=1.10, CAT II & Pf=21.17 psf.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[16] W3X5 S 1.25
4X5=
3X5[16]
P
i ar,
I
i 4 2-11-15
0-3-15 '� 0-3-15
ca i i 'i i i i p9-0-0 V
T
3X5=
2X4(A1)= 3X5(A1)
Lw1-6-0 5-0-0 11-0-0 w•Lc1-6-0.,-1
L. 9-2-2 J_ 6-9-14 J
8-0-0 1 8.0_0 "I
L 8-0-0 —1_ 8-0-0 J
l< 16-0-0 Over 3 Supports
R=565 U=43 W=3,5" R=846 .1=48 W=5.5"
RL=53/-53 R=644 U=15 W=5.5"
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0%)/4 0) 15.01.01..sr QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
Tnos Componems ofOTegon ((503)357-?118 •*WARNI NDI WAD AND FOLLOW ALL NOTES OM TOS ERMAW 4 S TC LL 25.0 PSF
825 N 4th Ave,Comdms OR 97113 "I AO'• FORMA MAW X01p�C^^�ONO NAM NO IMULLER. .( Sf� REF R7175- 44862
Trusses regui re extreme the I at est edl ti on of BCSI`B""""°` `"bract `409 6. 1 F10 0 TC DL 10.0 PSF DATE 02/23/16
/ilhk ��^'
o .Ape^ truss °°"°°" BC DL 7.0 PSF DRW CAUSR7175 16054004
A LII]N C ,°. . " . ° .Comp. .. ° . r°...." „ °°,",
bi for any deVI 02/23/2016 / BC LL 0.0 PSF CA-ENG PBC/CWC
ANITW COMPANY '":[:� °" ;�:<,"g"°°;a'"`"";;°'^`^^•°:^.,,U V14^"""SIRBI,.°�°•^'•'".^^l I"_. °°l"°.°" OREGON / TOT.LD. 42.0 PSF SEQN- 351398
A...Ile" a:::::74:1:::::::=,7 e.Mee:"°i'n0 w.or`u a en°°° Tutu,'"°°i i"° �/
Wo,. .a.,... MA n`ise`:."° ^r r r "• A8 +Atvl�,sede t0 OUR.FAC. 1.15 FROM BB
8351 RomaC r°°jwii1e111•>• ase/I Tao
Secnmrnb,CA 95628 ALPINE:.... °" toe.corgi T° �..°"".erg:..eA:m.e°"°° y,°°., ,m.. far. . AFAmrt A�>:D A SPACING 24.0" JREF- 1V0F7175ZO5
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - G )
Top chord 204 HF#2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
But chord 2x4 HF#2 anywhere in roof, RISK CAT II, EXP 8, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MFRS with additional CRC member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord Ilve Deflection meets L/360 I Ice and L/240 total load. Creep Increase
load applied per I RC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced s w load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II &Pf=2117 psf.
6X6
.' -- 4
4 1-
2-11-15
i 0
s-o-o
1.5X4M
3X5(A1)= 2X4('1)
L.1-6-Os'C 5-0-0 �I<
11-0-0 >1c1-6-0-I
F. 8-0-0 '+` 8-0-0
L- 8-0-0 �I, 8-0-0 J
16-0-0 Over 3 Supports
R=707 U=5 W=3.5" R=765 U=2 W=5.5"
RL=48/-48 R=186 W=5.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0 15.01.01; i'PRpa_, QTY:2 OR/-/1/-/-/R/- Scale =.375"/Ft.
Tmss Componetts of Oregon (503)357-1118 "WARM Nal••WAD AM roues ALL NOTES ON DOS DROWI NW
825 x 4al Ave,Comellus OR 97113 ••INmxrMrt•• AMISH MS DOMINO ALL CONTRACTORS ME INSTALLERS. �yC,1Ng� `t'' TC LL 25.0 PSF REF R7175- 44863
the I•test edi ti on of SCSI to performi rig these luncti ans. I`SII°I"t` provTrusses regul re extreme°giro I n(Marl c•ti ng,handl Ing.sill ppl no.instal I I no .,r: TC DL 10e temporary braci ng per SCSI. Unl*as noted other.s•. .0 PSF DATE 02/23/16
BC
w; DL 7.0 PSF DRW CAUSR7175 16054007
02/23/2016
A It,L�O N C 87 a.. ,. ^, BC LL 0.0 PSF CA-ENG CWC/CWC
° °l.nm .�o ,; .m"n I... '°" OREGON
AN ITWCOMPANY ,t,. .. bracing"r"truss::`t°"sl°"""'"."`°"t""aN��r..1,..r tee.ep°I ,. .nI.N. ' r TOT.LD. 42.0 PSF SE N- 350965
A^NNINm :::::74;
es[t fNa II ttIM[Nit Nrxinf.IMIw •s1�rfMNl snNn�llwrin ` '�1Y 1{.3N�•A0
8351 Rw Circle r....::.l 10 l l t>. tat em 1. f omunoo�..o.Nao Naomi .....r nel.a,. .r r.I. a*elf Tao DUR.FAC. 1.15 FROM BB
Sacmmeob,CA 95818 ger more ALM NE:won,a�pl nol t..cow TN...=.tnl en too thi s not '
I notes Mese. ,.WTC.,r....,.,.,. ,. ow I«.onno.i.,,r,. , MOWS:6/30/201.6 SPACING 24.0" JREF- 1V0F7175Z05
• •
THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBCR - G1 )
Top chord 2x4 DF-L #2(g) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors.
design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5(R1)
4‘ — 4
4r—
T2 2-11-15
I
0-6-2
9-0-0
1.5X4 III
3X5(B1)= 2X4(•1)
i< 4-5-8 >1,c 11-0-0 L1-6-0-1
f 7-5-8 T... 8-0-0 ai
L-. 7-5-8 I_ 8-0-0 J
15-5-8 Over 3 Supports
R=612 W=5.5" R=765 U=3 W=5.5"
RL=40/-39 R=95 W=5.5"
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01.01.,;r`'.•1i:1.1J� QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft.
Truss Com M®Is of Orcyon 503 357-!118 ••WARM NGI••REM Alm nAlAW ALL ROM oil TNIs mum MEI
po ( ••I mtlRfAMf•• ruwi at Tx s ORM kV To.0 mrr•AcrdRs i xm TIE IImMLLA•. S/ TC LL 25.O PSF
10
625N 4tL Avq Comdws OR v7�13 F".- Ago� p REF R7175- 44864
the'latest edl ti on or BCSI (MI I di ng Component Safety I nformati on.by Tiol end to porter.ng these Tune.ons. In•tal I er••hal I provi de t•eporary braci ng per 8CSI. Vol ms no.d other.se.
and
bract saxes ' TC DL 10.0 PSF DATE 02/23/16
top chord shal I have properl y attached structural Sheathi ng and bottom chord shill I have a properly attached ./".":
BC DL 7.0 PSF smt DRW CAUSR7175 16054014
!� ..u.:..•... cable.
,...... ..::.... .. 02/23/2016
A L,P1I N C one 87 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMPANY '. ;' ,. - , ,u,,.;�"u••'"`:,,"•"...;.;,A••sinn,,`e� :%,1dr ud. ;; :,'— OREGON
A. ,:ni.•a=7,.:.� •u.„.rn i a„•Nm..... ..•�.•.e.r�r.r.••�.,:a ��...ri 'titru,sed' 0 TOT.LD. 42.0 PSF SEAN- 350974
• � d
.see•e,la .e'. :n• l i.dl ng um;/TTn 1Sm...e.:,...r • r..i r...•r.r ,. d!8
8351 Rome CARe11 Tai DUR.FAC. 1.15 FROM BB
Sacramento,CA 95818MN.: ...,p .d.. To.�..p.ns.•9: A.am/.•els,
e ^du. r.COI, a.�....... REAMS:6,30/2016 SPACING 24.0" JREF- 1V0F7175ZO5
I F
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - G2 )
Top chord 2x4 DF-L #2(g) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x6 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) desi gned using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss desi gned for unbal anced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
5X5
_ a
4i
T2 2-11-15
V
0-8-2 : e
D_D
3X5(61).---- ---1---- 1.5X4111
3X5(A1)
1, 3-11-8 >1< 11-0-0 >Lc 1-6-0-J
I- 6-11-8 + 8-0-0 H
L 6-11-8 8-0-0 J
14-11-8 Over 3 Supports
R=554 U=1 R=127 81=5.5" R=735 U=4 W=5.5"
RL=39/-38
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4 0 15.01.01) '? Dp_ QTY: OR/-/1/-/-/R/- Scale =.5"/Ft.
"WARNING!1111 REAR Atm FOLLOW ALL No1Es ON nils mai i TC LL 25.0 PSF REF R7175- 44865
Tnms Com Dents of Oregon 503 357--118 dr
po ••Imlwnnwrt•• MOO>t TO RR1rIw m ALL wslsaelsRs IIICLWIxR,� =TALLER.825 N 4th Ave,Comdms O 97 13 r.,,,,E.,htOTrusses requi re extreme (Bu��a�;s xo�m TC DL 10.0 PSF DATE 02/23/16
.... top chord'Nei I have proper!y attached structurel sheathi ng and bottom chord shal I have a properl y atteched oise.....:
BC DL 7.0 PSF DRW CAUSR7175 16054013
A I���N C "" 'rrl a. Appl y pi etas to each fa.of '•"' " °' ""`s and posi t I on as shown above
"a M1„ 02/23/2015
BC LL 0.0 PSF CA-ENG CWC/CWC
e v': `� di"°ruse Components mance.nth ANSI/TIN I .r for handl I�."yhd•.o g, OREGON
AN ITW COMPANY I atal.[.". r. "g"ntrus,", "°Inc.I"� •.. '' °°'"'• •,y d. c TOT.LD. 42.0 PSF SEQN- 350980
A"wtl9w nt;t wllq er[•vfrhHM I^:::,7 •C:::47i IM.ww[• f41:rtr.e" Ihw'I,q �` 1Y 14,'ss 0
•m. TM[u1[tllllq• ,s• ewfwwf e
8351 Rww CR*
trepan.,h111, f the NII^no M per N61 RPh 1 s«,.. .f t.1.drwl .r.",.r .r. • h. '.ell Tan•.� DUR.FAC. 1.15 FROM BB
Semmenw,CA 95628 ASPIRE."w,"�PI".I w.cow TPI. .[°i net .erg: .1e....,w.�"w.ry.t.". I«.....I..,.!,or, RENEWS: [F SPACING 24.0" JREF- 1VOF7175ZO5
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( 0216167--PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - G3 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
Top chord 2x4 DF-L #20) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5.
factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf,
JT PLATE LATERAL CHORD Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
No SIZE SHIFT BITE
[ 3] W1.5X4 S 2.25
6X6(R1)
41--
3X5(R)\\\ 40104,
i4
•
2-5-15 \\ T2 2-11-15
1171 I
1.5X4[3]III 3X5= ` 9-0-0
2X4(A1)
II�� L-1-6-0�
1-1-6-0 . 8-0-0 ,1
L 1-6-0 ,I_ 8-0-0 J
9-6-0 Over 2 Supports
R=395 R=562 W=5.5"
RL=-44
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 ' 'PRbpf QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Co .,Deals of Oregon (503)357-'!118 **WARN'NG!"READ Faun AuwiEs a THls owl MI
.;,,e,','
� �S,O IC LL 25.0 PSF
825 N 4� Ave,Comdws OR 97113 ••l Ate'• RAW AR TM s MUM w TO ALL CONMACTOPS I=MI xR IMSTALLEAS.cing.Parer to and fol low ��4) p1NFREF R7175- 44866
Trusses regul re :'ac°sI`(Dui�<I�o Coabri Bea `"'r' .4,/. �+ 9 TC DL 10.0 PSF DATE 02/23/16
PP' •,
A D,L1]EI N C .e . . .. A _ ..,f... o0 000 o BC DL 7.0 PSF DRW CAUSR7175 16054012
02/23/2016
on BC LL 0.0 PSF CA-ENG CWC/CWC
AN nw COMPANY ';<e" any fal i ore o„ r. ,` .trusses.
trComponents
s I,�o�fe Group :l fn NISI TPI,.or for 1)4,1�;,..y aPoi,.. �..�.�. OREGON
A••.I9.,, ..l M. •.•r an.Il I,A.M.Prattle..l.. a of profess,.A.I•Aw'..olH •1. `vtr 14,mm# A TOT.LD. 42.0 PSF SEAN- 350982
TA.. .••.f.II•,r. 8 t
R151 R cimk ».M•I.IIIe,• the dlIdel y far les uelseerr per/APIA Its.,
•r """ Ben Tan- DUR.FAC. 1.15 FROM BB
Swinmeob,CA 95826 •.I t.a.
ALPINE..„. PI,,.Ito.•os,TPI.m PI.. .,IMP.••..shot,,,• y.o.., ICC,..w.I•osafe.oro MAWS:5/205016 SPACING 24.0" JREF- 1VOF7175Z05
•
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - CGE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 19.13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements.
must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70%of the
load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5
Ir
4i
a
II II 2-5-4
+18-0-0
// // / / /// / /1, ,
2X4(A1)= 2X4(A1)
1-<-1-6-0—>1 Lc-1-6-0-->i
L 6-4-0 _I_ 6-4-0 J
12-8-0 Over Continuous Support
R=158 PLF U=28 PLF W=12-8-0
RL=4/-4 PLF
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 ;�«+'PBbp. QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Tmss Componests of Oregon (503)357-:118 °°fit Mm•• am RUM ALL NOTES ON TM's DRAIN MI
825 N 4th Ave,Comdws OR 9713 ••' °• w'TM1E tl1""X01O'`LL OpA°"C10P3 MUo'NNM INSTALLERS.el ng.Refer to and fol I ow 6�5 ��,IN>cF di TC LL 25.0 PSF REF R7175- 44867
the I atest edl ti on of SCSI (� and
,t% [y �'83294Pe 'Q '. TC DL 10.0 PSF DATE 02/23/16
rmi n these functi ons Instal I ere anal I rovi de tem orar braci n •r BCSI. gni elis noted otherwi se
�n ��� top chord shal I have properl y attached structural....tn.ne..nett.cherd ehel i hee••Pre.,Y etteeh.
ons BC DL 7.0 PSF DRW CAUSR7175 16054016
41IL,LfJ�N °'^` `° ,."^'•°^^ other.,:° f.,trus`•^• •• a,s•nd posi ti on as ^ h^ 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
AN irwcoMtvwv
drawing..t .. t..r�d.°:;^t,::°(�•co�fGroup.e 5t:°nxsIn`rI,.be :°ro:'h•".�i�g.^y^ooi^s.^^ OREGON
&^.. .:.1 failure. .o...... .. •1 1=7°T:`.::::mti..�a..::nt,(':'.:L�:.e...a.:tzti...a M.. 4 'tru.sed� A TOT.LD. 42.0 PSF SEAN- 350947
8751Rwmec,N. .....,.:i . .N:vwi.w°a.iN•.t..,wNNrtn`i°S...:... ... .. . . ...�. 'Bell Tan t DUR.FAC. 1.15 FROM BB
SsnmeiR,CA 95826 For e
ALPINE:_^.a.".t..^..T onag, A:M1._se Nestor. CC.Non.i °°f,ore REN ,,a„°„r,° SPACI NG 24.0" JREF- 1V0F7175Z05
4 1
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - EGE)
Top chord 2x4 HF SS 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 :W1 2x4 DF-L Std/Stud(g): DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member
desi gn.
Truss designed to support 1-0-0 top chord outl ookers and cladding load Provide I ateral wind bracing per ITWBCG wind bracing details or per
not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord engineer of record. 2X3 studs requi re rei nforcement at 70% of the
may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT length tabulated for 2X4 studs of the same grade.
OVERCUT. Noc knots or other lumber defects allowed within 12" of notches.
Do not notch in overhang or heel panel. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
bracing requi rements.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load
applied per I RC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead I oad i s 2.00.
Truss desi gned for unbal anced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
-'
II iii a
4i _ W1 I4
S 2-3-15
6
0-3-15 o m I I 1 1 s_ 0-3 15 +g
0
1
2X4(A1)= 2X4(A1)
Lc-1-6-0-w --1-6-0—+I
k G-0-0 >I< 6-0-0 'l
L- 6-0-0 J,. 6-0-0 J
sT 12-0-0 Over 2 Supports
R=791 U=116 W=3.5" R=791 U=116 W=3.5"
RL=44/-44
Note: All Plates Are 1.5X4 Except As Shown.
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0%)/4(0) 15.02.00.��fr OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss ComponeDis oflkegon (503 357-1118 ••WARMI MDI••WAD ANS RUA ALL ROWS ON DRS NCI
82 is Ave,Comelrus 0129713 ••"M°RT' '• MEIN ME COMM TO ALL'm'^"''CTODS INCLUDING TE 1�'�E"s.raci ng.Refer to and/al I Mt `y � r iNeo sip/O TC LL 25.0 PSF REF R7175- 44868
to porter.no eeeee functi on, I natal ler,shal I provi ea tanporary braci ng per SCSI. I.S1I es•noted Other.s•,,NTrays,.rem extreme care I n "SCSI Iv � p TC DL 10.0 PSF DATE 02/23/16
a
_ ._ •or..".o"•.• •,zb;;y'd. .• d ..,<•. .. .d one• BC DL 7.0 PSF DRW CAUSR7175 16054069
A f L PEI N from chis 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT
AN ITW COMPANY ^"].1" .. r to eel trus»;`.",.'°Components
°^"•""b""S"TM',.or for":""�'"%"'"'""i".. OREGON TOT.LD. 42.0 PSF SEQN- 13435
t.,==.711,====174:•»=r.'MI =11"=NI=4 ne.IM •de.rfM1•=1»=e• rl
e es.Idle.dDe ». r AiliniG° `z"'"•••'=N=.. .f»,.,»=.f.1• p@"taru.:odE t0 DUR.FAC. 1.15 FROM BB
11351 RomaCSN »».1.11 it Tao
Seaameub,CA 95828 d „�P,NEI».. ,nel ty.<dd,Tal.»d.<di".<.•,..WTCA.»..dbd�d»,f,.cod, 1a.d».1 resale.erg N.N .,Aez,A SPACING 24.0" JREF- 1V0F7175Z05
r ,
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
(0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - E)
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MY/FRS with additional C&C member
desi gn.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase
applied per IRC-12 section 301.5. factor for dead load is 2.00.
Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,
Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
i4
4 I
2-3-15
I, ■ 6
0-3-15i • 0-3-15 4 9-0-1
,I = 1.5X4 III = 1
2X4(A1)= 2X4(A1)=
E-1-6-0—,J L-1-6-0-
F 6-0-0 c 6-0-0 'l
6-0-0 I 6-0-0
az 12-0-0 Over 2 Supports
R=652 W=3.5" R=652 W=3.5"
RL=39/-39
Desi gn Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. - _R•- OR/-/l/-/-/R/- Scale =.5"/Ft.
•Truss Com molls of Oregon 503 357-?118 W1RM1 'I•' AND FOLLOW Au AMES m TINS ORM WI R REF R7175- 44869
po ( ••IraRnwr• a WM N.TO ALL ooWmrcTars i THF 1'WALLETS. &Q TC LL 25.0 PSF
825N 4N Avq Comdms OR 9713 �6j, GINt As,
Onnevaiereprovi temporary braci ng per C41. r?
eaEFp y� TC DL 10.0 PSF DATE 02/23/16
,oliphi. top chord shal I hays proper!y attached structural sheet..ng and bottom chord shal I have a proper!y attached r,.e nei i i ng. Locati ons en....for p... ..t I ateral restral nt of webs shed I nava bracl ng i neve!i ed per BCSI /. BC DL 7.0 PSF DRW CAUSR7175 16054070
A FLPO N ,, • ....•. • �.�. 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT
ANITW COMPANY a^ n i r. no or "`""ro e�..:i��°nn:�i,.�,.,.r..n;�an na�:.'>vi o."" OREGON
A.:L.TMt.a! ap.r....r"M:::!".1:"17:::7;4":::::a1.:4":7aw.l^m?="t = TOT.LD. 42.0 PSF SBA— 13430
MI Rwmnci�ck re.,...T�� . us MO. 0..�....per A.:,i;1 Ssi w..�... m ...,.T.r. . s. G8 wF.r,a.ied� �0 DUR.FAC. 1.15 FROM BB
Samo n°,CA95828 8e"T»^
ALPINE: .. TPI:. .. .. .A shol .. n nw.w..nan.A SPACING 24.0" JREF- 1 VOF7175205
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS d DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - FGE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements.
must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engi neer of record. 2X3 studs require reinforcement at 70% of the
load applied per I RC-12 section 301.5. length tabul ated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
�i�i '
ate— i i is
2-1-15
gil
mri NOM MN im
2X4(A1)= 2X4(A1)
---=...-
1.‹_.1_6_0__›.1
1-c-1-6-0-->1
L 5-6-0 I 5-6-0 J
Fc 11-0-0 Over Continuous Support
R=161 PLF U=37 PLF W=11-0-0
RL=5/-5 PLF
Note: AI I PI ates Are 1.5X4 Except As Shown.
Design Cri t: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01.01.�;_,1!. QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Components of Oregon (503 357-!118 °°WARNI NGI°"READ mm Fats ALL ANTES ON TRIG awl MGI
825N4thAve,Comdms OR97�13 °°INPoRTANP'° MINI SIMS CAMINO TO ALL CONTRACTORS WILDING TIE INSTALLERS. `y,(rG� GINE t4sp/L. TC LL 25.0 PSF REF R7175- 44870
YMCA)Trusses repel re extreee care I n labri eating,handl Ing.sni ppi ng.I natal I I ng and the I•test edi ti on of BM WI I di ng Component Safety Informatl on.by TPI and Israel F,� Fp TC DL 10.0 PSF DATE 02/23/16
,411161. top r
she,I hav•properly attach.structural sheathi ng and bottom hard shel I hove a properl y attached am
,ee3°a '"A;;; above""a"" BC DL 7.0 PSF DRW CAUSR7175 16054006
A L I��N I :-',..:::;!."--°:.T.'.%'='!...::'77:::i "� *therm!
""° 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC —
AN ITWCOMPANY ." no.,"s T<res,".. • ':"°`:"""""""',.":°�°:`".^"(^'"";"°;^:"N`"" OREGON TOT.LD. 42.0 PSF SEAN- 350967
A"a ..IM s NN..=7., .It u:e et tni::.:n ;:r::r:t ". —
,ueiu'r.I""C
8351 Roy=Cock
w.LLII r< .h.rn. ".,,.;unlmi`iN'Soo.`i"" �tow 8"Ltrte,aeds t0 OUR.FAC. 1.15 FROM BB
SNaamenR,CA 95ffiR ALPINE.ran ° a "".Ta,ti °.n t.,o, p,^v.a ^aU y "", ICC:�, °°f°.r9 Nwell Tan SPACING 24.0" JREF- 1V0F7175Z05
II. w
THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - HGE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) desi gned using NDS/TPI reduction Wind loads and reacti ons based on MWFRS with additional C&C member
factors. design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements.
must not be cut or notched.
Provide lateral wind bracing per ITWBCG wind bracing details or per
Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70%of the
load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade.
Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf,
factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
4X5=
14
4 , PRIaft I
1-3-15
i 49-0-0
/// / / // /
2x4(A1)= 1.sX4111 2x4(A1)
1<-1-6-0—>l L-1-6-0-->J
L- 3-0-0 _I_ 3-0-0 J
l< 6-0-0 Over Continuous Support
R=186 PLF U=91 PLF W=6-0-0
RL=7/-7 PLF
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0% /4(0) 15.01.01 ;.r1! ':>,, QTY:1 OR/-/1/-/-/R/- Scal a =.5"/Ft.
Truss Components of Oregoo (f503 357-!118 ••Ilwmwr;•moi m�REPO MO NO TO AiLCOTRACTO S Ion sx w WI
IMU LLER& '�Q� TC LL 25.0 PSF
825N 4th Avq Comerus OR97p13 `aj ,4011.4 e.$. REF R7175- 44871
the I atest edi ti on of.SI Mei id.ng Component Safety I nformatl on,by TPI•. 8ATrusses regul re extreme care I n febrl ca.ng.handl I,shl ppi ng. I este,.I ng•.>': 47 "B3 F+ % TC DL 10.0 PSF DATE 02/23/16
above end°n / BC DL 7.0 PSF DRW CAUSR7175 16054018
s to each face of truss and posi tl on es shown
A L,LF)I]N ' n^ ^° ° •" •r °areal ngs 180A,for
•t•^ •posi V
ons.AI pi no,a di vi si on of Mg Rol I el ng Components Group Inc.shel I not lye responsi PI•for any d•vi ati on free<hi s 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC
AN ITW COMAINY :',::::,1%,72
^ °^ r. r,,,•••,,4.1 I ure to trussi 1a the '^Con•of••nc••""ANSI 1,or for handl g. ' g. OREGON TOT.LD. 42.0 PSF SEQN- 350993
A•wAlgw ::;::74;
IM sr°wwrwHH II,BI'BIt'
4wli Si IM�ww, ^M'^wi',0 /3 K•LY 14,iad. 0
s3stxov**C A ,LII , V.ail.no OW on.For AMA;°S:o.Z. w...tAl.rwl. r.A,ar .. . �• eSe11 Tar`' DUR.FAC. 1.15 FROM BB
UonenUo,CA 95828 SPACING 24.0" JREF- 1V0F7175Z05
ALPINE.m.al Pl n,l tn.con.TPI,www.tPl n•t.erg:STCA,m.•°ci ndustry.con; ICC.www.icesefe.org RENEWS.6/30/2016 •
r , (
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - HG ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DI MEN51 ONS)SUBMI TIED BY TRUSS MFR.
Top chord 2x4 DF-L #2(g) Special loads
Bot chord 2x4 DF-L #2(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15
Webs 2x4 DF-L Std/Stud(g) TC- From 71 plf at 0.00 to 71 plf at 3.00
Connectors ingreen lumber TC- From 71 plf at 3.00 to 71 plf at 6.00
Connect. (g) designed using NDS/TPI reduction BC- From 7 plf at 0.00 to 7 plf at 6.00
BC- 170.34 Ib Conc. Load at 2.06, 4.06
120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS.
anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live
Deflection meets L/360 live and L/240 total load. Creep i ncrease load applied per IRC-12 section 301.5.
factor for dead load is 2.00.
4X5 -
4 I
X5=4I j4Will
1
alio
_______.--
___II"
1-3-15
9-0-0 Y
1.5X4 III
2X4(A1) 2X4(A1)=
I' 3-0-0 3-0-0
L- 3-0-0 J_ 3-0-0 .j
6-0-0 Over 2 Supports
R=401 1.1=6 W=5.5" R=408 U=6 W=5.5"
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 ".--rot, QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Compont7ofgregon (503)357-1118 ••WARM NGI••READ AND r*iM ALL NOTES an mNis DRAPING -% TC LL
825 N4W Ave,Comdms 01297113 •rI' r•(� SAWN THIS^ � aN MIMING WE,NSTALEns. `�'� aG1N�� 25.0 PSF REF R7175- 44872
Trusses regui re aaaaaaa care•n rebel cetl ng.handl I ng.shl spine. I natal ling and bracl np.Refer to and fal I oe i I di ng Component Safety In aaaaa ti on.by TPI and to p•rforml np tn.,"fonsti ons. Instal I ars*I I pro.sle.temporary beam!ng per EiCSItop chord shal I have proper!y attached structural sheathi ng and bottom chord shal I haw*a properl y attached"'` �� e3294vE Q • TC DL 10.0 PSF DATE 02/23/16
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THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMI TIED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - IGE )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors- design.
Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind
cladding on one face, and 24.0" span on opposite face. Top chord may bracing requirements.
be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT.
No knots or other lumber defects allowed within 12" of notches. Do not Provide lateral wind bracing per ITWBCG wind bracing details or per
notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the
length tabulated for 2X4 studs of the same grade.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live
load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 2.00.
1.5X4 III
1.5X4 III
4I
■ ■Ld■P
1-7-15
I, fff■■■■lll
0-4-7 i ■ ■
4g-0-0
// / / /
2X4(A1)= 1.411
1.5X4 III
3-10-8 Over Continuous SupportI
R=127 PLF U=57 PLF W=3-10-8
RL=27 PLF
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0%)/4(0) 15.01.01.;,tV 'tf>•� QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft.
Toms Com aaDts of OregoD 503 357-!118 'IMAM NGI••READ AID FOLLOW ALL NOM a NIS DRAM Nm
po NIwmmNF•• FLORIN NIS COMM TO ALL DOITIOcras INewmNO TIE I 4 •44 TC LL 25.0 PSF 825N 4N Ave,Comelms o1�97313Trusses requi re extreme handl I and Israel Refer �� �r'1MEN` ��'L TC DL 10.0 PSF DATE 87102/23/163
in .)f to Moron nq these functi ons. I natal I ere M..I prowl de t•mporary braci ng per BCSI. Unl es*noted ether.•.e. (yam NI 5,294P! 9
top chard shal I have proper!y attached structural sheet.ng and bottom Chord shal I have a proper!y attached ... Ia."'- BC DL 7.0 PSF DRW CAUSR7175 16054003
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,ng
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resgenel sl I lir sole y Ter No ..a sy.N„°e°r tnl.
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THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DI MENSI ONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - I )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5, factor for dead load is 2.00.
1.5X4 III
4
N1-7-15
0-4-7 L:2111=111/111111111/111i4_9-0-0
2X4(A1)= 1.5X4 111
F` 3-8-12 112
H3-10-8 Over 2 Supports -H
R=170 R=159 U=3
RL=21
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0%)/4(0) 15.01.01)2.--",-1'PROF_ QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft.
Truss Com keds of Oregon (503)357-1118 "WARM NDI••READ mo roam ALL NosEs m1'Nis maim
m •S
ppoo ••IMvnANr•• MUSH,N TO Au OCHIAK OES THE INSTALLERS. TC LL 25.0 PSF
85xaN Ave,Comelrus oR 97113 cl np.Refer to a.roil ow 4,.. g�� p.y REF R7175- 44874
Trusses rec.re extreme care I n labri catl ng.handl I ng.shi ppl no, I nstal ling the I atest.1 ti on of BCSI (Bul I di ng Component Safety I nformati on,by Tel a. �to pert,.ng<We rune.,on, !meted I itr•*hal I prowl.temporary braci ng per �`% wa2G4PE D TC DL 10.0 PSF DATE 02/23/16
top chord shal I nave proper!y attached structural sl.athi ng and bottom chord shal I hav•a properl y attached dl,"'"-..
BC DL 7.0 PSF DRW CAUSR7175 16054002
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THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - J )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
1.5X4 III
d
i
41
1-7-15
■I
i 49-0-0
1.5X4 III
2X4(A1)
L-1-6-0-
3-10-4 :n2
H-4-0-0 Over 2 Supports -
R=316 U=1 W=5.5"
RL=30 R=137 U=1
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2% 0%)/4(0) 15.01.01;;r",=1,PAUL- QTY:4 OR/-/1/-/-/R/- Scale =.5"/Ft.
Oregon mmwARNli READ MO FOLLOW a 3NIs ORM MGI �p REF R7175- 44875
Truss Compoo®ts of Ore n (503)357-!118 ••IIFWNfAMr as nlls oRinxom MCL91 NC lIE ImRAums. 4 TC LL 25.0 PSF825 N 4N Ave,Cornelius OR 97113Trusses regul re extreme care i n fee,c•ti ng.handl I no.sill ppi ng. I natal ling r),0114F�� .ythe I atest edi ti on of SCSI (Sul I di ng Component Safety I nformatl on.by TPI and �': 2Y4va y TC DL 10.0 PSF DATE 02/23/16
n I� `,7.,.'7.;:7-'d.*'.U.r.1::...'preperl y attached structural sheath,ng end bat..chord she.i he..•proper!y ettecnee^ ' BC DL 7.0 PSF DRW CAUSR7175 16054005
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t.,. 02/23/2016
BC LL 0.0 PSF CA-ENG CWC/CWC
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Ind
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THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)5UBMI TIED BY TRUSS MFR.
( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - K )
Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf.
Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member
factors. design.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase
load applied per IRC-12 section 301.5. factor for dead load is 2.00.
1.5X4 III q
4I
'iii. 0-11II-15
1.5X4 III
2X4(A1)
1<-1-6-0—>i
2
�1 10 4�Inz
2-0I0 Over 2 Supports
R=259 U=15 W=5.5" R=32 .1=4
Design Cri t: I RC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0% /4 0 15.01.01 ,:''r.PROF__ QTY:6 OR/-/1/-/-/R/- Scale =.5"/Ft.
TrussCompoa�tsofOregoo (503)357-!118 ';/AIM+Ixal"READ NxoEouO4&4 EsolTxls°w"'cI
ar_ct ng.Refer to and fol I ow ,INF�� REF R7175- 44876
825N4NAve,ComdmsOR97113Trusses regul r•el 'm' X1°1 T0Ein rebrl .han n°'v'�ow„arc,°'e' T'c TC LL 2$.D P$F„,,
the i•test edit!on of ie extreme`(Bu CAir: 832G4PE TC DL 10.0 PSF DATE 02/23/16
to perform”.these lune.ans. I metal I a shol I provi a..temporary braci ng p.8.1. .1 ess noted other...,
� "ructural sheathi ng and bottom chard shel I ha,.a prop•ri v atteltM10.1
BC DL 7.0 PSF DRW CAUSR7175 16054015
A UPI Not,oet ""'"'APP.y pl at.to 04.1 face of truss and posi ti on as shown above o"°." oz/z3/zot6 BC LL 0.0 PSF CA-ENG CWC/CWC
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